20061061 Ver 1_COMPLETE FILE_20060717

?1°Ml James R. Vannoy & Sons Construction Co., Inc.
631 McGEE ROAD -ANDERSON, SOUTH CAROLINA 29625 - PHONE [phone] - FAX [phone]
February 2, 2007
NC Department of Environmental & Natural Resources
Division of Water Quality
401 Oversight, Express Review Program
1650 Mail Service Center
Raleigh, NC 27604
Attention: Cyndi Bell Karoly
Dear Cyndi Bell Karoly, Program Manager:
Subject: Construction Commencement- Lowe's of Belmont, NC
This letter is to serve as notice that the commencement of construction will begin February 12, 2007 on
the Lowe's of Belmont, NC, DWQ Project # EXP 06-1061.
Should you have any questions, feel free to contact me.
Regards,
Philip nce
Senior Project Manager
James R. Vannoy & Sons Construction, Inc.
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License No. - NC 3810 VA 13278 SC 11154 TENN 28919
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Michael F. Easley, Governor
July 26, 2006
Lowe's Home Centers, Inc.
Attn: Mr. Nicky R. Wagoner
REEC Dock
1605 Curtis Bridge Road
Wilkesboro, NC 28697
Subject Property: Lowe's of Belmont, NC
APPROVAL OF STORM WATER MANAGEMENT PLAN
Dear Mr. Wagoner:
William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
DWQ Project # EXP 06-1061
Gaston County
The Division of Water Quality (DWQ) has reviewed the Storm Water Management Plan dated July 17,
2006 and subsequent revisions received July 24 and 25, 2006 prepared by your engineer, Mr. Todd
Simmons, P.E., of Freeland and Kauffinan, Inc. This Plan satisfies the stormwater conditions required by
the Water Quality Certification (GC 3404) issued.
The storm water treatment system, which includes the extended detention wetlands, as approved by this
Office, and the drainage patterns depicted on the plan sheets, must be maintained in perpetuity. No
changes to the structural storm water practices shall be made without written authorization from the
Division of Water Quality. The storm water easements shall allow for the ability to maintain the
structures, perform corrective actions, and shall provide protection of the structures from potential
alternations by future property owners.
The applicant and/or authorized agent shall contact the DWQ Express Review Program in writing at
the letterhead address within ten (10) days of the commencement of construction.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act. If you have any questions, please contact Cyndi Karoly at 919.9721 or Cynthia Van Der Wiele,
Ph.D. at 919.715.3473.
Sincerely,
C di Bell Karoly, Pr am Manager
401 Oversight, Express Review Program
CBK/cvdw
cc: USACE Asheville Regulatory Field Office
DWQ Mooresville Regional Office
File Copy
Central Files
Todd Simmons, Freeland and Kauffman, Inc., 209 West Stone Avenue, Greenville, SC 29609
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650 One
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604 North Carolina
Phone: [phone] FAX [phone] / Internet: htta://h2o.enr.state.nc.us/ncwetlands Nationally
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
W AT
E pG
O?0F Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources

Alan W. Klimek, P.E. Director
Division of Water Quality
EXPRESS PERMIT REVIEW PROGRAM
Division of Water Quality
Department of Environmental and Natural Resources
401 Oversight/Express Review Permitting Unit
Street Address: 2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604-2260
Mailing Address: 1650 Mail Service Center
Raleigh, NC 27699-1650
Contact Information: Phone #: [phone]
Fax #: [phone]
Fax To: Todd Simmons
Subject: Lowe's Belmont, NC
Number of pages including cover sheet: 2
Fax #: [phone]
Date: Jn ,
Notes or special instructions:
The original will be sent in the mail. If you have questions, please contact Cynthia Van Der Wiele at
919-715-3473.
N Carolina
Naturally
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone [phone] / Fax [phone]
Internet: http::%h2o.eni.state.nC.u5hicwetlancls
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
FREELAND and KAUFFMAN, INC.
ENmNEER5 • LANDBcAPE ARcHirwrs
E.xp o(Q -to61
July 21, 2006
Ms. Cynthia Van DerWiele, PhD
NCDENR
2321 Crabtree Boulevard
Suite 250
Raleigh, North Carolina 27604
Re: Lowe's - Belmont, NC
Dear Ms. Van DerWiele:
Affiliate
Freeland-Kauffman
and Fredeen, Inc.
Bentonville, Arkaneas
FILE COFY
In response to your letter, dated July 18 and received July 19, please find the following
1) Three copies of a revised landscape plan
2) Three revised stormwater reports
3) Three copies of the revised O & M (unsigned) (signed to follow early next week)
I tried to get in touch with you to discuss, but got your voice mail that you were out all week.
am submitting this without the benefit of discussion, but have addressed the comments as
follows:
1) The SA/DA ratio for each pond was revised to utilize a 3' depth for calculation
2) Orifice sizing calculations were added to the report to show that the 2.5" orifice would
release the design storm over a 48 hour period.
3) A revised landscape plan has been provided that includes the requested features as well as
incorporating comments from a recent submittal on another engineer's project
4) A revised O & M has been submitted. I would like to get verification that this is
acceptable and then provide the signed version.
Thank you for your assistance and please let me know if you need any additional information.
Sincerely,
odd Simmons,
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209 West Stone Avenue • Greenville, South Carolina 29609. Telephone [phone]. Fax [phone]
FREELAND and KAUFFMAN, INC.
ENGINEERS a LIWDSGAf E ARCH1lECT5
209 West Stone Avenue
Greenville, South Carolina 29809
Telephone [phone]
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FREELAND and KAUFFMAN, INC.
ENGmms aLmosawEARCHfmas
209 west Stone Avenue
Greenville, South Carolina 29609 Job _ Job No. Date
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STORM WATER MANAGEMENT
REPORT & CALCULATIONS
FOR
LOWES OF BELMONT, NC
BELMONT, NORTH CAROLINA
REVISED SUBMITTAL
07/20/06
FREELAND & KAUFFMAN, INC.
ENGINEERS - LANDSCAPE ARCHITECTS
209 WEST STONE AVE.
GREENVILLE, SOUTH CAROLINA 29609
Lowe's
Caldwell Farm Road & I-85
Belmont, NC.
Executive Summary
The site is currently an approximate 16-acre commercially zoned property. The site is currently vacant. The
property will be developed to contain Lowe's Home Improvement Center. Construction will include the building
areas, and accompanying parking and landscape areas.
One stormwater management pond will be located on the property to serve the Lowe's facility. In addition, the
existing stormwater facility for the adjacent Wal-Mart Supercenter will be reconfigured as part of this
development to allow for the construction of a parking area in the location of the existing Wal-Mart pond. The
Lowe's Pond (Basin #l) will be located in the northwest portion of the site. The Wal-Mart Pond (Basin #2) will
be located in the southern portion of the site. In accordance with the requirements of the Town of Belmont and
NCDENR, both ponds will be designed to treat and release the first 1 " from a water quality standpoint. In
addition, the ponds will limit the 10-yr and 100-yr discharge to predeveloped rates, in accordance with the Town
of Belmont standards.
The computer program Hydraflow Hydrographs will be used to generate hydrographs for each condition as
depicted on the area maps. This program is based on the SCS (TR-55) calculation method. TR-55 was used to
calculate the time of concentration for input into this program.
The pre-developed flows were calculated using TR 55 to generate the runoff number and time of concentration
for the flow areas. This information was input into the Hydraflow Hydrographs computer model to generate pre-
developed flows. The hydrographs for each can be found in Appendix A, but the flows are summarized below:
Predevelotaed

Rainfall Event Area #I
(cfs) Offsite Area # 1
(cfs) Combined Area
# 1
(cfs) Area #2
(cfs)
1"Runoff N/A N/A N/A N/A
I 0yr. 18.85 5.78 20.08 44.46
100 yr. 39.26 9.68 41.79 72.94
Development of the site will increase the runoff due to the increase in impervious area. Also, the time of
concentration will be decreased as a result of this development. Again, TR55 was utilized to determine the
runoff number and time of concentration for the contributing flow areas. The hydrographs can be found in
Appendix B.
The allowable discharge from Basin #1 is a combination of the predeveloped Area #1 and the Offsite Area #1.
This hydrographs were combined to develop the combined hydrograph. In this analysis, it is assumed that the
entire area # 1 drains to point A. As this is not truly correct, the areas 1 A and 1 B combine a few hundred feet
downstream from this point, on property owned by the Abbey, so that this assumption is considered valid. The
calculations for Area #2 closely model the original calculations for the original design of Basin #2 for the Wal-
.1
r'
r'
r'
r'
r'
r'
11
r'
r'
r'
r'
r'
r'
r?
r>
r'
Mart Supercenter. The same Cn value and time of concentration was utilized to maintain consistency. The only
revision was the reduction of 0.2 acres that now will be directed to the Basin # 1.
Developed
Rainfall Event Area #l
(cfs) Area #2
(efs)
III N/A N/A
10yr. 83.24 88.04
100 yr. 120.74 124.53
The pond will be sized to limit the discharge of the 10 yr, and 100 yr storms to pre-developed rates. In addition,
the water quality benefits of an extended wetland detention will be utilized to provide treatment for the first 1 ".
Again, the computer program Hydraflow Hydrographs was used to model the proposed pond. The hydrographs
can be found in Appendix C, but the following tables summarize the results:
Developed Pond Discharge
Basin #1
POND Stage Storage Volume Allowable
Release Actual Release
111 672.69 35,206 0.23 0.20
10 yr. 675.36 101,147 20.08 12.33
100 yr. 676.98 147,756 41.79 25.78
Basin #2
POND Stage Storage Volume Allowable
Release Actual Release
1" 671.78 35,947 0.22 0.21
10 yr. 674.61 101,146 44.46 36.62
100 yr. 675.63 128,783 72.94 62.83
As can be seen in the above table, the post-developed discharge is equal or below the pre-developed for the 10
yr, and 100 yr storms. Also, the 1 " has been controlled in both basins to be released over a period of 2 - 5
days.

Existing Conditions:
The drainage area for the site consists of two separate areas (See Pre-developed Drainage Area Map). Area 1 A
drains to the west to the existing drainage ditch. Area 1 B drains to the south toward Caldwell Farm Road. Since
Areas 1 A and 1 B combine within a few hundred feet of the site boundary, it will be analyzed as one drainage area
(Area #1). The soil type for this area is Type B according to the Soil Conservation Survey.
In addition to Area #1, a small amount of offsite water will be directed to the site from the adjacent Interstate 85.
This area is Offsite Area #1 and consists of Type B Soils.
The drainage area for the reconfiguration of the Wal-Mart Pond (Basin #2) was taken from the approved
stormwater report previously done by Freeland and Kauffman. The only deviation was the subtraction of 0.2
acres of drainage area that will not be directed to Basin #1.
Area 1 is 13.8 acres of woods/grass combination in fair condition. Per the TR-55 Method, a curve number of 65
was determined. The time of concentration was derived from 100' of sheet flow at 9.0%, 65 of shallow
concentrated flow @3.0%, 310' of open channel flow at 2.5% and 355 of open channel flow at 0.8% to Point A.
This yields a time of concentration of 17 minutes.
Area 1 (13.8 ac.)
Woods/Grass Combo (Fair)
A= 13.8 ac
CN = 65
Offsite Area #1 is 1.00 acres of landscaped area in good condition and 0.50 acres of asphalt. Per the TR-55
Method, a curve number of 73 was determined. The time of concentration was derived from 30' of sheet flow at
2.0% and 825' of shallow concentrated flow at 2.5%. This yields a time of concentration of 6 minutes.
Offsite Area 1 (1.50 ac.)
Landscaped Area Impervious Area
Good condition A = 0.50 ac
A= 1.0 ac
CN=61 CN=98
CN = 73
As stated Area 2 was derived from the previously approved Wal-Mart Supercenter Report by Freeland and
Kauffman. The input data is summarized below.
Area = 13.9 acres Cn = 76 Tc = 16.5 minutes
Developed Conditions:
In the developed condition, all of the Lowe's site + 0.2 acres from Wal-Mart will be directed to Basin # 1. The
developed condition for Wal-Mart will be in accordance with the Wal-Mart drainage study by Freeland and
Kauffman - 0.2 acres now directed to Basin # 1.
Runoff Calculations for Developed Condition to Pond:
Area #1
Runoff Curve Number
Paved parking lots, Open space, good condition,
roofs, and driveways grass cover> 75%
A=10.5 ac A=3.3ac
CN=98 CN=61
The total developed area is 13.8 acres and the weighted CN value is 89 (see TR-55 calculations for post-
developed condition).
Time of Concentration
100 ft. sheet flow @ 2.0% 188 ft. shallow conc. @ 1515 ft. open channel flow
Paved Surface 3.0%, paved @ 4 fps
Total Tc = 6 min
Area #2
Again, Area #2 matches the Wal-Mart report - 0.2acres. The input data is summarized below.
Area: 14.3 ac. Cn: 93 Tc: 8.2 min
POND SIZING AND ROUTING
Both ponds will be extended wetland detention facilities. Basin #1 will have a bottom elevation of 667.00, a
permanent pool elevation of 67 1.00, and a top elevation of 678.50. This gives a total volume of 180,115 cubic
feet. The Stage/Discharge and Stage/Storage charts are included in this report. Once the pond volume is
known, an outlet structure must be designed to limit outflow from the pond to a pre-determined amount. The
outlet structure is designed to limit flow of the 10-year and. 100-year storm events to be released at pre-
developed rates. In addition, the outlet will be designed to discharge the first 1 " runoff within 2 - 5 days.
The outlet structure will consist of an outlet structure being placed with a series of release points at various
elevations. The first 1 " runoff will be released through an orifice at the top of the permanent pool elevation (el.
671.00), while all other storm events will be released through a weir at the el. 673.00. The outlets will be sized
as follows:
Orifice Equation - Q = 0.642gH
Weir Equation - Q = 3.33LH312
From these equations it is determined that a 2.5-inch diameter orifice at elevation 671.00 will release the first 1"
runoff. The 10 and 100-year storms will be passed through a 1' weir at elevation (673.00).
A 5'x 5' concrete riser will extend to elevation 677.50. All release from the orifice, slot, and riser will be released
through a 36-inch outlet pipe. At each stage the flow through the lower outlets (i.e. the release through the 2-yr
storm orifice during the 10-year storm, etc.) is subtracted from the allowable to determine the required size of
the next outlet. Refer to the hydrographs for reservoir routing showing storage elevations, release rates, etc.
The results are as follows:
Basin #1
POND Stage Storage Volume Allowable
Release Actual Release
111 672.69 35,206 0.23 0.20
10 yr. 675.36 101,147 20.08 12.33
100 yr. 676.98 147,756 41.79 25.78
Basin #2 will have a bottom elevation of 666.00, a permanent pool elevation of 670.00, and a top elevation of
676.50. This gives a total volume of 138,950 cubic feet. The Stage/Discharge and Stage/Storage charts are
included in this report. Once the pond volume is known, an outlet structure must be designed to limit outflow
from the pond to a pre-determined amount. The outlet structure is designed to limit flow of the 10-year and 100-
year storm events to be released at pre-developed rates. In addition, the outlet will be designed to discharge the
first 1" runoff within 2 - 5 days
The outlet structure will consist of an outlet structure being placed with a series of release points at various
elevations. The first 1 " runoff will be released through an orifice at the top of the permanent pool elevation (el.
670.00), while all other storm events will be released through a weir at the el. 672.00.
It is determined that a 2.5-inch diameter orifice at elevation 670.00 will release the first 1 " runoff. The 10 and
100-year storms will be passed through a 3' weir at elevation (672.00).
A 5'x 5' concrete riser will extend to elevation 675.00. All release from the orifice, slot, and riser will be released
through a 36-inch outlet pipe. At each stage the flow through the lower outlets (i.e. the release through the 2-yr
storm orifice during the 10-year storm, etc.) is subtracted from the allowable to determine the required size of
the next outlet. Refer to the hydrographs for reservoir routing showing storage elevations, release rates, etc.
The results are as follows:
Basin #2
POND Stage Storage Volume Allowable
Release Actual Release
111 671.78 35,947 0.22 0.21
10 yr. 674.61 101,146 44.46 36.62
100 yr. 675.63 128,783 72.94 62.83
As can be seen in the above table, the post-developed discharge is equal or below the pre-developed for the 10
yr, and 100 yr storms. Also, the 1" has been controlled in both basins to be released over a period of 2 - 5
days.
Both basins have been designed as extended wetland detention ponds per the NCDENR manual. Minimum
surface areas have been met and the areas designed to provide approximately 15% area for the forebay, 35% area
for the 0" -9" areas, 35% area for the 9" - 18" areas, and 15% area for the Micropool. Calculations for each
basin can be found in Appendix C.
Erosion & Sediment Control
The following is the report of the sediment and erosion control devices to be used on this project. The erosion
will be controlled via a series of temporary diversion ditches, temporary sediment basins, inlet protection, silt
fence, and a stone construction entrance. These items will be implemented per the NCDENR Erosion and
.i Sediment Control Planning and Design Manual requirements and maintained on a regular basis to insure their
proper operation. We will also provide all calculations for the sediment basin and traps.
The site to be graded will consist of approximately 20.0 acres. The site is currently vacant with a mix of
vegetation. A majority of the site has been logged within the last 2 years. In its graded condition the site will
drain from the north to the south and then piped to a basin on the west side. The extended wetland detention
pond will also serve as a sediment basin during construction. Diversion ditches will be installed to direct runoff
into the pond during construction. Silt fence will be used in areas with less than 1 acre of disturbance that
cannot be directed to either the temporary sediment pond or the either one of the sediment traps. In the interim,
the remaining areas, which cannot be incorporated to the pond, will be directed towards silt fence. These areas
are small and consist mainly of the fill slopes for the stormwater basins and the sediment traps.
When the stormwater system is installed, inlet protection will be installed at each catch basin to collect sediment.
Sediment Basin Calculations:
The on-site detention pond will also serve as a sediment basin during construction. The pond is sized to handle
the majority of the runoff in the developed condition. Based on the NC Erosion Control Handbook the basin
should be sized to handle sediment at a rate of 1800 cubic feet (c.f.) per disturbed acre per year.
From the Soil Conservation Service Soil Survey the soil types on site consist mainly of clayey soils. From the
chart provide by NCDENR (fig. 6.61) and based on a surface area to peak discharge ratio of 0.01, the efficiency
should be 75%. For loamy sand the efficiency is 85%. In both cases this meets the state requirements.
9•
0 FREELAND and KAUFFMAN, INC.
. ENGINEERS, • LANDSCAPE ARCH/TECTS -
X209 West Stone Avenue
Greenville, South Carolina 29609
?elephone 864-233-5497
Fax [phone]
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WinTR-55 Current Data Description
--- Identification Data ---
User: Date: 6/20/2006
Project: LOWES Units: English
SubTitle: BELMONT Areal Units: Acres
State: North Carolina
County: Gaston
Filename: P:\TSimmons\Dwg\Proj\LOWES\Belmont NC\STORMWATER CALC\PREDEVELOPED AREA 1.w55
--- Sub-Area Data ---
Name Description
--------------------------------
PREDEVELOP
Offsite
Total area: 15.30 (ac)
Reach Area(ac) RCN Tc
---------------------------------------
Outlet 13.8 65 0.285
Outlet 1.5 73 0.100
--- Storm Data --
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
3.5 4.4 5.0 5.5 6.5 6.9 3.0
Storm Data Source: Gaston County, NC (NRCS)
Rainfall Distribution Type: Type II
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.00 Page 1 6/20/2006 3:28:55 PM
HYdro9raph Plot 1
?
Hydraflow Hydrographs by Intelisolve
i
Hyd. No. 1

Area #1 (Predeve loped)
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 13.80 ac
Basin Slope = 0.0%
Tc method = USER
} Total precip. = 1.50 in
Storm duration = 24 hrs
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 0.01 cfs
Time interval = 2 min
Curve number = 60
Hydraulic length = 0 ft
Time of conc. (Tc) = 17 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 204 cult
Area #1 (Predeveloped)
Q (cfs) Hyd. No. 1 --1 Yr
1}
0.10.
0.09
0.08
0.07--
0.06
--
0.05--
0.04--
0.031--
0.02
0.01
0.001
0

2
Hyd No. 1
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
5 7 9 12 14 16 19 21 23 26
Time (hrs)
HYdro9raph Plot 1o
/
1 Hydraflow Hydrographs by Intelisolve
/
i
Hyd. No. 1
OF

1 Area #1 (Predeveloped)
11 Hydrograph type = SCS Runoff

/ Storm frequency = 10 yrs
Drainage area = 13.80 ac
Basin Slope = 0.0%
1 Tc method = USER
Total precip. = 5.00 in
1 Storm duration = 24 hrs

Q (cfs)
1
21.00
1
1 18.00
15.00
1
12.00
i'
9.00
1!
6.00
3.00
0 00
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 18.85 cfs
Time interval = 2 min
Curve number = 60
Hydraulic length = 0 ft
Time of conc. (Tc) = 17 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 65,176 cuft
Area #1 (Predeveloped)
Hyd. No. 1 --10 Yr
0 2 5
Hyd No. 1
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
7 9 12 14 16 19 21 23 26
Time (hrs)
Hydrograph Plot 1g
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 1

Area #1 (Predeve loped)

Hydrograph type = SCS Runoff

• Storm frequency = 100 yrs
Drainage area = 13.80 ac
Basin Slope = 0.0%
. Tc method = USER
Total precip. = 6.90 in
}
• Storm duration = 24 hrs

Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 39.26 cfs
Time interval = 2 min
Curve number = 60
Hydraulic length = 0 ft
Time of conc. (Tc) = 17 min
Distribution = Type II
Shape factor = 484
Q (cfs)
Hydrograph Volume = 126,891 cuft
Area #1 (Predeveloped)
Hyd. No. 1 -100 Yr
Q (cfs)
40.00
30.00
20.00
10.00
- _--------V?I ?' I J
1 1 1 1
0 2 5 7
Hyd No. 1
9 12 14 16 19 21 23
0.00
26
Time (hrs)
Hydrograph Plot 2
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2

Offsite (Predeveloped)
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 1.50 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 1.50 in
Storm duration = 24 hrs

Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 0.19 cfs
Time interval = 2 min
Curve number = 73
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 660 cuft
?i
Offsite (Predeveloped)
Q (cfs) Hyd. No. 2 --1 Yr
0 2
Hyd No. 2
0.50
0.45
0.40
0.35
0.30.
0.25
0.20
0.15
0.10
0.05
0 00
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
5 7 9 12 14 16 19 21 23 26
Time (hrs)
Hydrograph Plot 11
w
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2

Offsite (Predeveloped)
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 1.50 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.00 in
Storm duration = 24 hrs

Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 5.78 cfs
Time interval = 2 min
Curve number = 73
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
•?
Q (cfs)
•) c nn
Hydrograph Volume = 11,641 cuft
OfPsite (Predeveloped)
Hyd. No. 2 - 10 Yr
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0 2 5 7
f? Hyd No. 2
9 12 14 16 19 21 23
0.00
26
Time (hrs)
Hydrograph Plot 20
?
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2

Offsite (Predeveloped)

/ Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
1 Drainage area = 1.50 ac
Basin Slope = 0.0%

/ Tc method = USER
Total precip. = 6.90 in
Storm duration = 24 hrs

Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 9.68 cfs
Time interval = 2 min
Curve number = 73
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
r'
Q (cfs)
10.00
1
Hydrograph Volume = 19,649 cuft
Offsite (Predeveloped)
Hyd. No. 2 --100 Yr
Q (cfs)
10.00
8.00'
6.00
4.00
2.00
0.00 ' ' ' '
0.0' 2.3 4.7 7.0
Hyd No. 2
8.00
6.00
4.00
2.00
y- 0.00
9.3 11.7 14.0 16.3 18.7 21.0 23.3
Time (hrs)
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
/ Total Predeveloped to Basin #1
?i Hydrograph type = Combine
Storm frequency = 1 yrs
/ Inflow hyds. = 1, 2
11
Q (cfs)
0.50
0.45
0.40
0.35
'I 0.30
0.25
111
0.20
0.15
0.10
0.05
h
0 00
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 0.19 cfs
Time interval = 2 min
Hydrograph Volume = 864 cult
Total Predeveloped to Basin #1
Hyd. No. 4 -1 Yr
0 2 5 7 9
II
(I Hyd No. 4 Hyd No. 1
h
II
i
F
12
14 16
- Hyd No. 2
19 21 23
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
26
Time (hrs)
3
Hydrograph Plot

1 Hydraflow Hydrographs by Intelisolve
Hyd. No. 4

Total Predeveloped to Basin #1
1 Hydrograph type = Combine

1 Storm frequency = 10 yrs
Inflow hyds. = 1, 2

Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 20.08 cfs
Time interval = 2 min
11'
1}
Q (cfs)
21.00
18.00
11 15.00
12.00
9.00
r 6.00
}
}
r
r? 3.00
j -- - - - - ------ - ----------- --- - NI:: r --- -------- ----- - - -
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00. 0 00
r 0 2 5 7
r'
Hyd No. 4
Hydrograph Volume = 76,817 cuft
Total Predeveloped to Basin #1
Hyd. No. 4 -10 Yr
9
Hyd No. 1
12
14 16
- Hyd No. 2
19 21 23
26
Time (hrs)
12
Hydrograph Plot 21
/ Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Total Predeveloped to Basin #1
Hydrograph type = Combine
Storm frequency = 100 yrs
Inflow hyds. = 1, 2
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 41.79 cfs
Time interval = 2 min
Q (cfs)
50.00
r
40.00
30.00
1' -
Hydrograph Volume = 146,540 cuft
Total Predeveloped to Basin #1
Hyd. No. 4 -100 Yr
20.00
10.00
J 0.00 L
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
2 5 7 9 12 14 16 19 21 23 26
Time (hrs)
Hyd No. 4 Hyd No. 1 Hyd No. 2

HYdro9raph Plot
?
Hydraflow Hydrographs by Intelisolve
?I
Hyd. No. 14
i'
., Area #2 (Predeveloped WM)
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 13.90 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 1.50 in
Storm duration = 24 hrs
.i
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 2.08 cfs
Time interval = 2 min
Curve number = 76
Hydraulic length = 0 ft
Time of conc. (Tc) = 16.5 min
Distribution = Type II
Shape factor = 484
i
Q (cfs)
n nn
Hydrograph Volume= 9,211 cuft
Area #2 (Predeveloped WM)
Hyd. No. 14 -1 Yr
Q (cfs)
3.00
2.00
1.00

vvv 0 2 5 7
Hyd No. 14
?j
9 12 14 16 19 21 23
-1- 0.00
26
Time (hrs)
7
Hydrograph Plot 16
Hydraflow Hydrographs by Intelisolve
Hyd. No. 14

. Area #2 (Predeve loped WM)
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 13.90 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.00 in
Storm duration = 24 hrs

Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 44.46 cfs
Time interval = 2 min
Curve number = 76
Hydraulic length = 0 ft
Time of conc. (Tc) = 16.5 min
Distribution = Type II
Shape factor = 484
?I
Q (cfs)
Hydrograph Volume = 124,736 cult
Area #2 (Predeveloped WM)
Hyd. No. 14 -10 Yr
Q (cfs)
50.00
fj 0 2 5 7
'j Hyd No. 14
1
40.00
30.00
20.00
10.00
0.00
9 12 14 16 19 21 23 26
Time (hrs)
Hydrograph Plot 25
Hydraflow Hydrographs by Intelisolve
Hyd. No. 14

Area #2 (Predeveloped WM)
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 13.90 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.90 in
Storm duration = 24 hrs

11
1
1)
a
Q (cfs)
70.00
60.00
50.00
40.00
30.00
li
20.00
10.00
1
0 00
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 72.94 cfs
Time interval = 2 min
Curve number = 76
Hydraulic length = 0 ft
Time of conc. (Tc) = 16.5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 205,069 cuft
Area #2 (Predeveloped WM)
Hyd. No. 14 -100 Yr Q (cfs)
V 0 2 5 7
ly
I?
j
Hyd No. 14
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
9 12 14 16 19 21 23 26
Time (hrs)
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%Em;wEERS •LANDSc4PEARCHITEGT5
`,209 West Stone Avenue
Greenville. South Carolina 29609 C JOb
CTelephone 864233-5497
Fax [phone]
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Hydrograph Plot

1 Hydraflow Hydrographs by Intelisolve
1
Hyd. No. 6

Area* (Developed)
r' Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 13.80 ac
Basin Slope = 0.0%
Tc method = USER

1 Total precip. = 1.85 in
Storm duration = 24 hrs

r)
r?

1 Q (cfs)

nw nn
Thursday, Jul 13 2006, 2:40 PM
Peak discharge = 21.05 cfs
Time interval = 2 min
Curve number = 89
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 42,500 cult
Area #1 (Developed)
Hyd. No. 6 -- 1 Yr
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0 2 5 7
1)
I) Hyd No. 6
I)
9 12 14 16 19 21
1_ 0.00
23 26
Time (hrs)
1
1'
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
'
I
Hyd. No. 6
r
Area #1 (Developed)
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 13.80 ac
Basin Slope = 0.0%
I? Tc method = USER
Total precip. = 5.00 in
Storm duration = 24 hrs
1}
I?
I}
} Q (cfs)
1} 90.00
I?
I} 80.00
70.00
I} 60.00
i}
I? 50.00
?j
40.00
I?
30.00
Ij
20.00
I}
I j 10.00
I)
0 00
Thursday, Jul 13 2006, 2:40 PM
Peak discharge = 83.24 cfs
Time interval = 2 min
Curve number = 89
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 177,142 cult
Area #1 (Developed)
Hyd. No. 6 -10 Yr
Ij .
0.0 2.0 4.0 6.0
i} Hyd No. 6
8.0 10.0 12.0 14.0 16.0 18.0
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
-1 0.00
20.0
Time (hrs)
3
V
,; Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 6

Area #1 (Developed)
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 13.80 ac
Basin Slope = 0.0%
Tc method = USER
?I Total precip. = 6.90 in
Storm duration = 24 hrs
1)
Thursday, Jul 13 2006, 2:40 PM
Peak discharge = 120.74 cfs
Time interval = 2 min
Curve number = 89
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
11
h
V
h Area #1 (Developed)
() Q (cfs) Hyd. No. 6 -100 Yr
I) 140.00
h
I)
120.00
I)
II
100.00
I)
I?
80.00 -
I _
IJ 60.00
40.00
20.00
- - - -- ----_-
0 00
Hydrograph Volume = 263,486 cult
J .
0.0 2.0 4.0 6.0
Hyd No. 6
J
J
)
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
i Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 8
Total Developed to Basin #1
Hydrograph type = Combine
I, Storm frequency = 1 yrs
Inflow hyds. = 2, 6
I)
I'
1)
1)
I?
(I
I)
I)
I)
Q (cfs)
!) 24.00
I) 20.00
1)
16.00
12.00
J
8.00
4.00
------ -------- ---- - ----- ------ ------- -- -- --
0 00
Thursday, Jul 13 2006, 2:40 PM
Peak discharge = 21.52 cfs
Time interval = 2 min
Hydrograph Volume = 43,809 cult
Total Developed to Basin #1
Hyd. No. 8 --1 Yr
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0 2 5 7
Hyd No. 8
9 12 14 16 19 21
Hyd No. 2 Hyd No. 6
' 0.00
23 26
Time (hrs)
2
V 4
i} Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd': No. 8
I? Total. Developed to Basin #1
Hydrograph type = Combine
I) Storm frequency = 10 yrs
1' Inflow hyds. = 2, 6
Peak discharge = 89.01 cfs
Time interval = 2 min
I'
II
11
h
I)
I? Q (cfs)
nn nn
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' 0 00
0.0 2.0 4.0 6.0 8.0
Hyd No. 8 Hyd No. 2
Hydrograph Volume = 188,783 cult
Total Developed to Basin #1
Hyd. No. 8 -10 Yr
Thursday, Jul 13 2006, 2:40 PM
10.0 12.0
Hyd No. 6
14.0 16.0 18.0
20.0
Time (hrs)
V 6
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday, Jul 13 2006, 2:40 PM
Hyd. No. 8
Total Developed to Basin #1
Hydrograph type = Combine Peak discharge = 130.42 cfs
Storm frequency = 100 yrs Time interval = 2 min
Inflow hyds. = 2, 6
1 Hydrograph Volume = 283,135 cult
1)
1) Total Developed to Basin #1
1) Q (cfs) Hyd. No. 8 -100 Yr Q (cfs)
11 140.00
120.00
1)
1) 100.00
1,)
Ij
80.00
1->
I) 60.00
Ij
Ij 40.00
Ij
I) 20.00
I?
1)
0 00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
11
! j Hyd No. 8 Hyd No. 2 Hyd No. 6 Time (hrs)
I)

Hydrograph Plot

Hydraflow Hydrographs by Intelisolve

Hyd. No. 16

Area #2 (Developed)
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 14.30 ac
V Basin Slope = 0.0%
Tc method = USER
Total p O
n
Storm duration = 24 hrs

Q (cfs)
21.00
18.00
15.00
12.00
1
V
V 9.00
J 6.00
3.00
J
J 0.00
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 19.58 cfs
Time interval = 2 min
Curve number = 93
Hydraulic length = 0 ft
Time of conc. (Tc) = 8 min
Distribution = Type II
Shape factor = 484
Hydrograph volume = 44,968 cult
Area #2 (Developed)
Hyd. No. 16 -1 Yr
Q (cfs)
21.00
0 2 5 7
I? Hyd No. 16
J
18.00
15.00
12.00
9.00
6.00
3.00
-+- , 0.00
9 12 14 16 19 21 23 26
Time (hrs)
8

Hydrograph Plot

Hydraflow Hydrographs by Intelisolve
Hyd. No. 16

Area #2 (Developed)
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 14.30 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.00 in
Storm duration = 24 hrs

Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 88.04 cfs
Time interval = 2 min
Curve number = 93
Hydraulic length = 0 ft
Time of conc. (Tc) = 8 min
Distribution = Type II
Shape factor = 484
v
v
V
V
Q (cfs)
V
90.00

80
00
v .

0
70.
0

0
60.
0
V _

V 50.00

0
V 0
40.

30.00

0
00
V 2
.

0
10.0

0.0 2.0 4.0 6.0
Hyd No. 16
V
Hydrograph Volume = 217,909 cuft
Area #2 (Developed)
Hyd. No. 16 -10 Yr
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
n nn
8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
17
1
HYdro9raph Plot 26
?
Hydraflow Hydrographs by Intelisolve
V
Hyd. No. 16

Area #2 (Developed)
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 14.30 ac
Basin Slope = 0.0%
?I Tc method = USER
Total precip. = 6.90 in
Storm duration = 24 hrs

Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 124.53 cfs
Time interval = 2 min
Curve number = 93
Hydraulic length = 0 ft
Time of conc. (Tc) = 8 min
Distribution = Type II
Shape factor = 484
V
V
Q (cfs)
Hydrograph Volume = 315,206 cult
Area #2 (Developed)
Hyd. No. 16 -100 Yr
0.0 2.0 4.0 6.0
Hyd No. 16
'j

Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
-It- ' ' ' ` 0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
0
OFREELAND and KAUFFMAN, INC.
ENGINEERS •L4NDSCAPEARCHITECTS
1209 West Stone Avenue Job
Greenville, South Carolina 29609
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IE,vwNEERS • LANDscAPEARCHIrmE 5 -
1209 Weet Stone Avenue
Greenville, South Carolina 29609
ITelephone 864-233-5497
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IWNGINEERS • LANDSCAPE ARCHITECTS
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Greenville, South Carolina 29609
Pelephone 864233-5497
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3. General
a. Basin shape should minimize dead storage areas and short circuiting. Length to width
ratios should be 3:1 or greater. (Barfield, et al., 1981, pp. 426-429; Florida DEP, 1982,
pg. 6-289).
b. If the basin is used as a sediment trap during construction, all sediment deposited during
construction must be removed before normal operation begins.
c-. Aquatic vegetation should be included for a wetland type detention basin (Maryland
DNR, March 1987; Schueler, 1987, Chapter 4 and 9). A minimum ten foot wide shallow
sloped shelf is needed at the edge of the basin for safety and to provide appropriate
conditions for aquatic vegetation (Schueler, 1987). This shelf should be sloped 6:1 or
flatter and extend to a depth of 2 feet below the surface of the permanent pool (Shaver
and Maxted, DNREC, 1994). A list of suitable wetland species and propagation
techniques are provided in Schueler (1987) and Maryland DNR (1987).
d. An emergency drain (with a pipe sized to drain the pond in less than 24 hours) should be
installed in all ponds to allow.access for riser repairs and sediment removal (Schueler,
1987).
Table 1.1 Surface Area to Drainage Area Ratio For Permanent Pool Sizing For 85% Pollutant
Removal Efficiency in the Piedmont
% Impervious
Cover 3.0 4.0. 5.0 6.0 7.0 8.0 9.0
10 RIV) 0-49 0-43 0.15 0-31' 0.29 W26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1'34 1 08' 097 0-93- - 0
10 64-
40* 1.73. 1.43 1.25 _ 1.05 .
0.90 .
-0.82 0.77 '
50 2.06 1.73 1.50 1.30 1.09 1.00 .0.92
60 2.40 2.03 1.71 1.51 1.29. 1.18 1.10
70 2.88. 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 238 2.10 1.86 1.60 -1.42
90 3.74 3.10 166. 2.34 2.11 1.83 1.67
Notes: Numbers given in the body of the table are given in percentages.
. Coastal SA/DA-ratios can be obtained from the local DWQ Regional Office.
5

•Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
?l
Hyd. No. 10
?i Basin #1 Routing
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 8
Reservoir name = Basin #1 (Lowe's)

.i Storage Indication method used.

•,

_, Q (cfs)
ne nn
Thursday, Jul 13 2006, 2:43 PM
Peak discharge = 0.20 cfs
Time interval = 2 min
Max. Elevation = 672.69 ft
Max. Storage = 35,206 cuft
Hydrograph Volume = 40,519 cuft
Basin #1 Routing
Hyd. No. 10 -1 Yr
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
W 0 10 19 29 39
0
Hyd No. 10 Hyd No. 8
0.00
48 58 68 77 87 97
Time (hrs)
1

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
N Hyd. No. 10
?; Basin #1 Routing
?? Hydrograph type = Reservoir
?) Storm frequency = 10 yrs
Inflow hyd. No. = 8
?'
I' Reservoir name = Basin #1 (Lowe's)

Ij Storage Indication method used.
I!
I>
I>
1>
?? Q (cfs)
h 90.00
h
h 80.00
11
I? 70.00
11
I? 60.00
I)
I? 50.00
11
I? 40.00
30.00
20.00
10.00
d
0 00
Thursday, Jul 13 2006, 2:43 PM
Peak discharge = 12.33 cfs
Time interval = 2 min
Max. Elevation = 675.36 ft
Max. Storage = 101,147 cuft
Hydrograph Volume = 182,636 cuft
Basin #1 Routing
Hyd. No. 10 -10 Yr
d
0 7 15 22 29
Hyd No. 10 Hyd No. 8
j
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
37 44 51 59 66 73 81
Time (hrs)
2
Hydrograph Plot
1 Hydraflow Hydrographs by Intelisolve
1+
Hyd. No. 10
1 Basin #1 Routing
h Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 8
Reservoir name = Basin #1 (Lowe's)
h
hi Storage Indication method used.
Thursday, Jul 13 2006, 2:43 PM
Peak discharge = 25.78 cfs
Time interval = 2 min
Max. Elevation = 676.98 ft
Max. Storage = 147,756 cuft
Hydrograph Volume = 276,807 cult
Basin #1 Routing
Hyd. No. 10 -100 Yr
I) 0.00
Ij 0
It -
I?
1
3
Hyd No. 10
6
9 12
- Hyd No. 8
15 18 21 24 27
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
30
Time (hrs)
3
9
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve

Hyd. No. 18
1 Basin #2 Routing
1 Hydrograph type = Reservoir
1 Storm frequency = 1 yrs
Inflow hyd. No. = 16
Reservoir name = Basin #2(WM)

li Storage Indication method used.

1!
b
11
(N
Q (cfs)
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 0.21 cfs
Time interval = 2 min
Max. Elevation = 671.78 ft
Max. Storage = 35,947 cuft
Hydrograph Volume = 41,644 cult
Basin #2 Routing
Hyd. No. 18 -1 Yr
Q (cfs)
21.00
18.00
15.00
12.00
I II I I
9.00
6.00
3.00
y 0 10 19 29 39
} Hyd No. 18 Hyd No. 16
V
J
0.00
48 58 68 77 87 97
Time (hrs)
18
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 18
Basin #2 Routing
Il Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 16
Reservoir name = Basin #2(WM)
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 36.62 cfs
Time interval = 2 min
Max. Elevation = 674.61 ft
Max. Storage = 101,146 cuft
li Storage Indication method used.
11
II
Lf
I?
Basin #2 Routing
Q (cfs) Hyd. No. 18 --10 Yr
11 90.00
1}
II 80.00
I) .
I) 70.00
I)
60.00
I) 50.00
I) _
I) 40.00
I) 30.00
I) 20.00
10.00
0 00
Hydrograph Volume = 213,095 cuft
0 3 5 8 11
Hyd No. 18 Hyd No. 16
1
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
13 16 19 21 24 27
Time (hrs)
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 18
N
1 Basin #2 Routing
Hydrograph type = Reservoir
11 Storm frequency = 100 yrs
Inflow hyd. No. = 16
Reservoir name = Basin #2(WM)

I1 Storage Indication method used.
I
1!
i? Q (cfs)
h 140.00
h
120.00
I?
1)
?j 100.00
h
li
80.00
?? 60.00
u
I) 40.00
20.00
I)
I)
0 00
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 62.83 cfs
Time interval = 2 min
Max. Elevation = 675.63 ft
Max. Storage = 128,783 cuft
Hydrograph Volume = 310,320 cult
Basin #2 Routing
Hyd. No. 18 --100 Yr
0 2 5 7 9
Hyd No. 18 Hyd No. 16
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
' ' ' -1 1 0.00
12 14 16 19 21 23 26
Time (hrs)
27
Pond Report
Hydraflow Hydrographs by Intelisolve Tuesday, Jun 20 2006, 3:37 PM
Pond No. 1 - Basin #1 (Lowe's)
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cult)
0.00 671.00 19,213 0 0
1.00 672.00 20,973 20,093 20,093
2.00 673.00 22,780 21,877 41,970
3.00 674.00 24,650 23,715 65,685
4.00 675.00 26,580 25,615 91,300
5.00 676.00 28,575 27,578 118,877
6.00 677.00 30,600 29,588 148,465
7.00 678.00 32,700 31,650 180,115
Culvert / Orifice Structures Weir Structures
[A] [B] [C] ID] IA] [B] [C] ID]
Rise (in) = 36.00 2.50 0.00 0.00 Crest Len (ft) = 1.00 12.00 0.00 0.00
Span (in) = 36.00 2.50 0.00 0.00 Crest El. (ft) = 673.00 677.50 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00
Invert El. (ft) = 671.00 671.00 0.00 0.00 Weir Type = Rect Rect - -
Length (ft) = 40.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope (%u) = 1.00 0.00 0.00 0.00
N-Value = .015 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes No No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev . = 0.00 ft
Note: Culverl/Orlfce outflows have been analyzed under inlet and outlet control.
Stage I Storage I Discharg e Table
Stage Storage Elevation Clv A Civ B Civ C Civ D Wr A Wr B Wr C Wr D EAU Total
ft cult ft cfs CfS cfs cfs CfS CfS cfs CfS CfS CfS
0.00 0 671.00 0.00 0.00 - - 0.00 0.00 - - - 0.00
1.00 20,093 672.00 0.15 0.15 - - 0.00 0.00 - - - 0.15
2.00 41,970 673.00 0.23 0.22 - - 0.00 0.00 - - - 0.22
3.00 65,685 674.00 3.68 0.25 - - 3.33 0.00 - - - 3.58
4.00 91,300 675.00 9.77 0.27 - - 9.42 0.00 - - - 9.69
5.00 118,877 676.00 17.70 0.29 - - 17.30 0.00 - - - 17.59
6.00 148,465 677.00 26.00 0.29 - - 25.67 0.00 - - - 25.96
7.00 180,115 678.00 47.88 0.29 - - 33.46 14.13 - - - 47.88
Pond Report
Hydraflow Hydrographs by Intelisolve
Pond No. 2 - Basin #2(WM)
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sgft)
0.00 670.00 19,300
1.00 671.00 20,300
2.00 672.00 21,300
3.00 673.00 22,200
4.00 674.00 24,300
5.00 675.00 26,700
6.00 676.00 29,000

Culvert I Orifice Structures
[A] [B] [C]
Rise (in) = 36.00 2.50 0.00
Span (in) = 36.00 2.50 0.00
No. Barrels = 1 1 0
Invert El. (ft) = 670.00 670.00 0.00
Length (ft) = 60.00 0.00 0.00
Slope (%) = 1.00 0.00 0.00
N-Value = .013 .013 .013
Orif. Coeff. = 0.60 0.60 0.60
Multistage = n/a Yes No
Stage I Storage I Discharge Table
Stage Storage Elevation Clv A
ft cult ft cfs
0.00 0 670.00 0.00
1.00 19,800 671.00 0.15
2.00 40,600 672.00 0.23
3.00 62,350 673.00 10.39
4.00 85,600 674.00 27.64
5.00 111,100 675.00 43.67
6.00 138,950 676.00 68.99
Incr. Storage (cuft) Total storage (cuft)
0 0
19,800 19,800
20,800 40,600
21,750 62,350
23,250 85,600
25,500 111,100
27,850 138,950
Weir Structures
Tuesday, Jun 20 2006, 3:38 PM
[A] [B] [C] [D]
Crest Len (ft) = 3.00 12.00 0.00 0.00
Crest El. (ft) = 672.00 675.00 0.00 0.00
Weir Coeff. = 3.33 3.33 0.00 0.00
Weir Type = Rect Rect - -
Multi-Stage = Yes Yes No No
[D]
EAltration = 0.000 inthr (Contour) Tailwater Elev. = 0.00 It
Note: Culvert/Oririce outflows have been analyzed under inlet and outlet control.
0.00
0.00
0
0.00
0.00
0.00
.000
0.00
No
Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 - - 0.00 0.00 - - - 0.00
0.15 - - 0.00 0.00 - - - 0.15
0.22 - - 0.00 0.00 - - -- 0.22
0.22 - - 9.99 0.00 - - - 10.21
0.21 - - 27.40 0.00 - - - 27.61
0.20 - - 43.47 0.00 - - - 43.66
0.10 - - 37.75 31.14 - - - 68.99
BELMONT (LOWE'S)
BELMONT. NC
7-Jun-06
STORM WATER POND VOLUME CALCULATIONS
EROSION CONTROL PHASE I
POND AT SOUTHWEST CORNER
STORAGE AREA IS APPROXIMATELY 9.5 AC X 18000F per AC- 17,1000F
INCREMENTAL INCREMENTAL TOTAL VOLUME TOTALVOLUME
ELEVATION ELEV. DIFF. AREA SF AVG. AREA (SF) VOLUME (CF) VOLUME (CYD) VOLUME (CF) VOLUME (CYD)
671 19,213.0 0.0 0.0
1 20,093.0 20,093.0 744.2
672 20,973.0 20,093.0 744.2
1 21,876.5 21,876.5 810.2
673 22,780.0 41,969.5 1,554.4
1 23,715.0 23,715.0 878.3
674 24,650.0 65,684.5 2,432.8
1 25,615.0 25,615.0 948.7
675 26,580.0 91,299.5 3,381.5
1 27,577.5 27,577.5 1,021.4
676 28,575.0 118,877.0 4,402.9
1 29,587.5 29,587.5 1,095.8
677 30,600.0 148,464.5 5,498.7
1 31,650.0 31,650.0 1,172.2
678 32,700.0 180,114.5 6,670.9
•1
w?
i?
i?
i!
BELMONT (LOWE'S)
BELMONT, NC
7-Jun-06
STORM WATER POND VOLUME CALCULATIONS
EROSION CONTROL PHASE 11
POND AT SOUTHWEST CORNER
STORAGE AREA IS APPROXIMATELY 14.8 AC X 18000F Per AC - 26,640CF
INCREMENTAL INCREMENTAL TOTALVOLUME TOTALVOLUME
ELEVATION ELEV. DIFF. AREA (SF) AVG. AREA (SF) VOLUME (CF) VOLUME (CYD) VOLUME (CF) VOLUME (CYD)
671 19,213.0 0.0 0.0
1 20,093.0 20,093.0 744.2
672 20,973.0 20,093.0 744.2
1 21,876.5 21,876.5 810.2
673 22,780.0 41,969.5 1,554.4
1 23,715.0 23,715.0 878.3
674 24,650.0 65,684.5 2,432.8
1 25,615.0 25,615.0 948.7
675 26,580.0 91,299.5 3,381.5
1 27,577.5 27,577.5 1,021.4
676 28,575.0 118,877.0 4,402.9
1 29,587.5 29,587.5 1,095.8
677 30,600.0 148,464.5 5,498.7
1 31,650.0 31,650.0 1,172.2
678 32,700.0 180,114.5 6,670.9
BELMONT (LOWE'S)
BELMONT, NC
7-Jun-06
STORM WATER POND VOLUME CALCULATIONS
EROSION CONTROL PHASE I
POND AT SOUTHEAST CORNER
STORAGE AREA IS APPROXIMATELY 7.0 AC X 18000F per AC o 12,600CF
INCREMENTAL INCREMENTAL
ELEVATION ELEV. DIFF. AREA (SF) AVG. AREA (SF) VOLUME (CF) VOLUME (CYD)
670 9,050.0
1 9,625.0 9,625.0 356.5
671 10,200.0
1 10,850.0 10,850.0 401.9
672 11,500.0
1 12,100.0 12,100.0 448.1
673 12,700.0
1 13,350.0 13,350.0 494.4
674 14,000.0
1 14,750.0 14,750.0 546.3
675 15,500.0
1 16,250.0 16,250.0 601.9
676 17,000.0
TOTAL VOLUME TOTAL VOLUME
VOLUME (CF) VOLUME (CYD)
0.0 0.0
9,625.0 356.5
20,475.0 758.3
32,575.0 1,206.5
45,925.0 1,700.9
60,675.0 2,247.2
76,925.0 2,849.1
BELMONT (LOWE'S)
BELMONT, NC
7-Jun-06
STORM WATER POND VOLUME CALCULATIONS
EROSION CONTROL PHASE 11
POND AT SOUTHEAST CORNER
STORAGE AREA IS APPROXIMATELY 16.0 AC (FROM WAL-MART SITE) X 18000F per AC Q 28,8000F
INCREMENTAL INCREMENTAL TOTAL VOLUME TOTAL VOLUME
ELEVATION ELEV. DIFF. AREA (SF) AVG. AREA (SF) VOLUME (CF) VOLUME (CYD) VOLUME (CF) VOLUME (CYD)
670 19,300.0 0.0 0.0
1 19,800.0 19,800.0 733.3
671 20,300.0 19,800.0 733.3
1 20,800.0 20,800.0 770.4
672 21,300.0 40,600.0 1,503.7
1 21,750.0 21,750.0 805.6
673 22,200.0 62,350.0 2,309.3
1 23,250.0 23,250.0 861.1
674 24,300.0 85,600.0 3,170.4
1 25,500.0 25,500.0 944.4
675 26,700.0 111,100.0 4,114.8
1 27,850.0 27,850.0 1,031.5
676 29,000.0 138,950.0 5,146.3
Storm Sewer Summary Report
Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No.
1 Str E1 to 21 2.50 18 c 94.0 661.03 661.50 0.500 661.70 662.10 0.27 End
2 Sir 21 to 22 2.65 18 c 151.1 661.60 662.35 0.496 662.38 662.97 0.34 1
3 Str 22 to 23 1.36 18 c 34.0 662.45 662.60 0.441 663.31 663.32 0.04 2
4 Strlto 2 35.48 36 c 76.0 672.66 673.04 0.500 674.56 675.03 1.18 End
5 Strlto 3 34.30 36 c 142.0 673.14 673.85 0.500 676.21 676.52 0.29 4
6 Str 3 to 4 31.94 36 c 154.0 673.95 674.72 0.500 676.81 677.03 0.51 5
7 Str4to 5 28.46 30 c 281.0 674.82 676.22 0.498 677.54* 678.89* 0.24 6
8 Str 5 to 6 29.09 30 c 213.0 676.32 677.39 0.502 679.13* 680.20* 0.68 7
9 Str 6 to 7 24.34 30 c 30.0 677.49 677.64 0.500 680.88* 680.99* 0.42 8
10 Str 7 to 8 19.68 30 c 70.0 677.74 678.09 0.500 681.41 * 681.57* 0.19 9
11 Str 8 to 9 20.18 30 c 164.0 678.19 679.01 0.500 681.76* 682.16* 0.29 10
12 Str 9 to 10 6.82 18 c 84.0 679.11 679.53 0.500 682.44* 682.80* 0.23 11
13 Str 9 to 11 6.82 18 c 74.0 679.11 679.48 0.500 682.44* 682.76* 0.23 11
14 Str 1 to 2 49.52 36 c 76.0 672.66 673.04 0.500 674.90 675.63 1.00 End
15 Sir 2 to 12 48.38 36 c 152.0 680.55 681.30 0.493 683.11 683.86 0.40 14
16 Sir 12 to 13 48.54 36 c 41.0 681.40 681.60 0.488 684.26 684.44 0.54 15
17 Str 13 to 14 39.06 36 c 183.0 681.70 682.65 0.519 684.97 685.55 0.24 16
18 Str 14 to 14A 30.02 30 c 52.0 682.75 683.00 0.481 685.80* 686.07* 0.58 17
,19 Sir 14A to 15 22.86 30 c 100.0 683.10 683.55 0.450 686.66* 686.97* 0.17 18
20 Sir 15 to 16 16.22 24 c 168.0 683.65 684.40 0.446 687.13* 688.00* 0.62 19
21 Sir 16 to 17 6.30 24 c 276.0 684.50 685.85 0.489 688.62* 688.84* 0.03 20
22 Str 17 to 18 4.09 18 c 100.0 685.95 686.45 0.500 688.87* 689.02* 0.08 21
23 Str 14A to 14B 8.52 18 c 14.0 685.93 686.00 0.500 687.43 687.50 0.36 18
Project File: belmont pipe file -backup.stm Number of lines: 23 Run Date: 06-20-2006
NOTES: c = circular; e = elliptical; b = box; Return period = 10 Yrs.; * Indicates surcharge condition.
Hydraflow Storm Sewers 2003
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STORM WATER MANAGEMENT
REPORT & CALCULATIONS
FOR
LOWES OF BELMONT, NC
BELMONT, NORTH CAROLINA
REVISED SUBMITTAL
07/20/06
FREELAND & KAUFFMAN, INC.
ENGINEERS - LANDSCAPE ARCHITECTS
209 WEST STONE AVE.
GREENVILLE, SOUTH CAROLINA 29609
Lowe's
Caldwell Farm Road & I.85
Belmont, NC.
Executive Summary
The site is currently an approximate 16-acre commercially zoned property. The site is currently vacant. The
property will be developed to contain Lowe's Home Improvement Center. Construction will include the building
areas, and accompanying parking and landscape areas.
One stormwater management pond will be located on the property to serve the Lowe's facility. In addition, the
existing stormwater facility for the adjacent Wal-Mart Supercenter will be reconfigured as part of this
development to allow for the construction of a parking area in the location of the existing Wal-Mart pond. The
Lowe's Pond (Basin #1) will be located in the northwest portion of the site. The Wal-Mart Pond (Basin #2) will
be located in the southern portion of the site. In accordance with the requirements of the Town of Belmont and
NCDENR, both ponds will be designed to treat and release the first 1 " from a water quality standpoint. In
addition, the ponds will limit the 10-yr and 100-yr discharge to predeveloped rates, in accordance with the Town
of Belmont standards.
The computer program Hydraflow Hydrographs will be used to generate hydrographs for each condition as
depicted on the area maps. This program is based on the SCS (TR-55) calculation method. TR-55 was used to
calculate the time of concentration for input into this program.
The pre-developed flows were calculated using TR 55 to generate the runoff number and time of concentration
for the flow areas. This information was input into the Hydraflow Hydrographs computer model to generate pre-
developed flows. The hydrographs for each can be found in Appendix A, but the flows are summarized below:
Predeveloped
Rainfall Event Area # 1
(cfs) Offsite Area #I
(cfs) Combined Area
# 1
(cfs) Area #2
(cfs)
1" Runoff N/A N/A N/A N/A
I Oyr. 18.85 5.78 20.08 44.46
100 yr. 39.26 9.68 41.79 72.94
Development of the site will increase the runoff due to the increase in impervious area. Also, the time of
concentration will be decreased as a result of this development. Again, TR55 was utilized to determine the
runoff number and time of concentration for the contributing flow areas. The hydrographs can be found in
Appendix B.
!) The allowable discharge from Basin #1 is a combination of the predeveloped Area #1 and the Offsite Area #1.
This hydrographs were combined to develop the combined hydrograph. In this analysis, it is assumed that the
entire area #I drains to point A. As this is not truly correct, the areas 1 A and 1 B combine a few hundred feet
downstream from this point, on property owned by the Abbey, so that this assumption is considered valid. The
,) calculations for Area #2 closely model the original calculations for the original design of Basin #2 for the Wal-
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Mart Supercenter. The same Cn value and time of concentration was utilized to maintain consistency. The only
revision was the reduction of 0.2 acres that now will be directed to the Basin # 1.
Developed
Rainfall Event Area #1
(cfs) Area #2
(cfs)
III N/A N/A
IOyr. 83.24 88.04
100 yr. 120.74 124.53
The pond will be sized to limit the discharge of the 10 yr, and 100 yr storms to pre-developed rates. In addition,
the water quality benefits of an extended wetland detention will be utilized to provide treatment for the first 1 ".
Again, the computer program Hydraflow Hydrographs was used to model the proposed pond. The hydrographs
can be found in Appendix C, but the following tables summarize the results:
Developed Pond Discharge
Basin #1
POND Stage Storage Volume Allowable
Release Actual Release
111 672.69 35,206 0.23 0.20
10 yr. 675.36 101,147 20.08 12.33
100 yr. 676.98 147,756 41.79 25.78
Basin #2
POND Stage Storage Volume Allowable
Release Actual Release
1 " 671.78 35,947 0.22 0.21
10 yr. 674.61 101,146 44.46 36.62
100 yr. 675.63 128,783 72.94 62.83
As can be seen in the above table, the post-developed discharge is equal or below the pre-developed for the 10
yr, and 100 yr storms. Also, the 1 " has been controlled in both basins to be released over a period of 2 - 5
days.
Existing Conditions:
The drainage area for the site consists of two separate areas (See Pre-developed Drainage Area Map). Area 1 A
drains to the west to the existing drainage ditch. Area 1 B drains to the south toward Caldwell Farm Road. Since
Areas 1 A and 1 B combine within a few hundred feet of the site boundary, it will be analyzed as one drainage area
(Area #I). The soil type for this area is Type B according to the Soil Conservation Survey.
In addition to Area #1, a small amount of offsite water will be directed to the site from the adjacent Interstate 85:
This area is Offsite Area #1 and consists of Type B Soils.
The drainage area for the reconfiguration of the Wal-Mart Pond (Basin #2) was taken from the approved
stormwater report previously done by Freeland and Kauffman. The only deviation was the subtraction of 0.2
acres of drainage area that will not be directed to Basin #1.
Area 1 is 13.8 acres of woods/grass combination in fair condition. Per the TR-55 Method, a curve number of 65
was determined. The time of concentration was derived from 100' of sheet flow at 9.0%, 65' of shallow
concentrated flow C3.0%, 310' of open channel flow at 2.5% and 355' of open channel flow at 0.8% to Point A.
This yields a time of concentration of 17 minutes.
Area 1 (13.8 ac.)
Woods/Grass Combo (Fair)
A 13.8 ac
CN = 65
Offsite Area #1 is 1.00 acres of landscaped area in good condition and 0.50 acres of asphalt. Per the TR-55
Method, a curve number of 73 was determined. The time of concentration was derived from 30' of sheet flow at
2.0% and 825' of shallow concentrated flow at 2.5%. This yields a time of concentration of 6 minutes.
Offsite Area 1 0.50 ac.)
Landscaped Area Impervious Area
Good condition A = 0.50 ac
A= 1.0 ac
CN=61 CN=98
CN = 73
As stated Area 2 was derived from the previously approved Wal-Mart Supercenter Report by Freeland and
Kauffman. The input data is summarized below.
Area = 13.9 acres Cn = 76 Tc = 16.5 minutes
Developed Conditions:
In the developed condition, all of the Lowe's site + 0.2 acres from Wal-Mart will be directed to Basin # 1. The
developed condition for Wal-Mart will be in accordance with the Wal-Mart drainage study by Freeland and
Kauffman - 0.2 acres now directed to Basin #I.
Runoff Calculations for Developed Condition to Pond:
Area #1
Runoff Curve Number
Paved parking lots, Open space, good condition,
roofs, and driveways grass cover >, 75%
A=10.5 ac A=3.3ac
CN=98 CN=61
The total developed area is 13.8 acres and the weighted CN value is 89 (see TR-55 calculations for post-
developed condition).
Time of Concentration
100 ft, sheet flow @ 2.0% 188 ft. shallow conc. @ 1515 ft. open channel flow
Paved Surface 3.0%, paved @ 4 fps
Total Tc = 6 min
Area #2
Again, Area #2 matches the Wal-Mart report - 0.2acres. The input data is summarized below.
Area: 14.3 ac. Cn: 93 Tc: 8.2 min
POND SIZING AND ROUTING
Both ponds will be extended wetland detention facilities. Basin #11 will have a bottom elevation of 667.00, a
permanent pool elevation of 67 1.00, and a top elevation of 678.50. This gives a total volume of 180,115 cubic
feet. The Stage/Discharge and Stage/Storage charts are included in this report. Once the pond volume is
known, an outlet structure must be designed to limit outflow from the pond to a pre-determined amount. The
outlet structure is designed to limit flow of the 10-year and. 100-year storm events to be released at pre-
developed rates. In addition, the outlet will be designed to discharge the first 1 " runoff within 2 - 5 days.
The outlet structure will consist of an outlet structure being placed with a series of release points at various
elevations. The first 1" runoff will be released through an orifice at the top of the permanent pool elevation (el.
671.00), while all other storm events will be released through a weir at the el. 673.00. The outlets will be sized
as follows:
Orifice Equation - 0 = 0.6A 2gH
Weir Equation - 0 = 3.33LH312
From these equations it is determined that a 2.5-inch diameter orifice at elevation 671.00 will release the first 1"
runoff. The 10 and 100-year storms will be passed through a V weir at elevation (673.00).
A 5'x 5' concrete riser will extend to elevation 677.50. All release from the orifice, slot, and riser will be released
through a 36-inch outlet pipe. At each stage the flow through the lower outlets (i.e. the release through the 2-yr
storm orifice during the 10-year storm, etc.) is subtracted from the allowable to determine the required size of
the next outlet. Refer to the hydrographs for reservoir routing showing storage elevations, release rates, etc.
The results are as follows:
Basin #1
POND Stage Storage Volume Allowable
Release Actual Release
111 672.69 35,206 0.23 0.20
10 yr. 675.36 101,147 20.08 12.33
100 yr. 676.98 147,756 41.79 25.78
Basin #2 will have a bottom elevation of 666.00, a permanent pool elevation of 670.00, and a top elevation of
676.50. This gives a total volume of 138,950 cubic feet. The Stage/Discharge and Stage/Storage charts are
included in this report. Once the pond volume is known, an outlet structure must be designed to limit outflow
from the pond to a pre-determined amount. The outlet structure is designed to limit flow of the 10-year and 100-
year storm events to be released at pre-developed rates. In addition, the outlet will be designed to discharge the
first 1" runoff within 2 - 5 days
The outlet structure will consist of an outlet structure being placed with a series of release points at various
elevations. The first 1 " runoff will be released through an orifice at the top of the permanent pool elevation (el.
670.00), while all other storm events will be released through a weir at the el. 672.00.
It is determined that a 2.5-inch diameter orifice at elevation 670.00 will release the first 1" runoff. The 10 and
100-year storms will be passed through a 3' weir at elevation (672.00).

A 5'x 5' concrete riser will extend to elevation 675.00. All release from the orifice, slot, and riser will be released
through a 36-inch outlet pipe. At each stage the flow through the lower outlets (i.e. the release through the 2-yr
storm orifice during the 10-year storm, etc.) is subtracted from the allowable to determine the required size of
the next outlet. Refer to the hydrographs for reservoir routing showing storage elevations, release rates, etc.
The results are as follows:
Basin #2
POND Stage Storage Volume Allowable
Release Actual Release
1" 671.78 35,947 0.22 0.21
10 yr. 674.61 101,146 44.46 36.62
100 yr. 675.63 128,783 72.94 62.83
As can be seen in the above table, the post-developed discharge is equal or below the pre-developed for the 10
yr, and 100 yr storms. Also, the 1" has been controlled in both basins to be released over a period of 2 - 5
days.
Both basins have been designed as extended wetland detention ponds per the NCDENR manual. Minimum
surface areas have been met and the areas designed to provide approximately 15% area for the forebay, 35% area
for the 0" -9" areas, 35% area for the 9" - 18" areas, and 15% area for the Micropool. Calculations for each
basin can be found in Appendix C.
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Erosion & Sediment Control
The following is the report of the sediment and erosion control devices to be used on this project. The erosion
will be controlled via a series of temporary diversion ditches, temporary sediment basins, inlet protection, silt
fence, and a stone construction entrance. These items will be implemented per the NCDENR Erosion and
Sediment Control Planning and Design Manual requirements and maintained on a regular basis to insure their
proper operation. We will also provide all calculations for the sediment basin and traps.
The site to be graded will consist of approximately 20.0 acres. The site is currently vacant with a mix of
vegetation. A majority of the site has been logged within the last 2 years. In its graded condition the site will
drain from the north to the south and then piped to a basin on the west side. The extended wetland detention
pond will also serve as a sediment basin during construction. Diversion ditches will be installed to direct runoff
into the pond during construction. Silt fence will be used in areas with less than 1 acre of disturbance that
cannot be directed to either the temporary sediment pond or the either one of the sediment traps. In the interim,
the remaining areas, which cannot be incorporated to the pond, will be directed towards silt fence. These areas
are small and consist mainly of the fill slopes for the stormwater basins and the sediment traps.
When the stormwater system is installed, inlet protection will be installed at each catch basin to collect sediment.
Sediment Basin Calculations:
The on-site detention pond will also serve as a sediment basin during construction. The pond is sized to handle
the majority of the runoff in the developed condition. Based on the NC Erosion Control Handbook the basin
should be sized to handle sediment at a rate of 1800 cubic feet (c.f.) per disturbed acre per year.
From the Soil Conservation Service Soil Survey the soil types on site consist mainly of clayey soils. From the
chart provide by NCDENR (fig. 6.61) and based on a surface area to peak discharge ratio of 0.01, the efficiency
should be 75%. For loamy sand the efficiency is 85%. In both cases this meets the state requirements.
?FREEL.AND and KAUFFMAN, INC.
0EN!sINEERS • Lmvsa1PEARCHITECT5
9209 West Stone Avenue
Greenville, South Carolina 29609 Job Job Na
P?relephone864-233-5497 Computed By
Fax [phone]
P1 Checked By_
Date
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WinTR-55 Current Data Description
--- Identification Data ---
User: Date: 6/20/2006
Project: LOWES Units: English
SubTitle: BELMONT Areal Units: Acres
State: North Carolina
County: Gaston
Filename: P:\TSimmons\Dwg\Proj\LOWES\Belmont NC\STORMWATER CALC\PREDEVELOPED AREA 1.w55
--- Sub-Area Data ---
Name Description Reach Area(ac) RCN Tc
------------------------------------------------------------------------------
PREDEVELOP Outlet 13.8 65 0.285
Offsite Outlet 1.5 73 0.100
Total area: 15.30 (ac)
--- Storm Data --
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
3.5 4.4 5.0 5.5 6.5 6.9 3.0
Storm Data Source: Gaston County, NC (NRCS)
Rainfall Distribution Type: Type II
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.00 Page 1
6/20/2006 3:28:55 PM
,- HYdro9raph Plot
Hydraflow Hydrographs by Intelisolve

Hyd. No. 1

Area #1 (Predeveloped)
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 13.80 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 1.50 in
Storm duration = 24 hrs

?I

Q (cfs)
A A A
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 0.01 cfs
Time interval = 2 min
Curve number = 60
Hydraulic length = 0 ft
Time of conc. (Tc) = 17 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 204 cuft
Area #1 (Predeveloped)
Hyd. No. 1 -1 Yr
0 2 5 7
Hyd No. 1
9 12 14 16 19 21 23
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
26
Time (hrs)
1
Hydrograph Plot 10
Hydraflow Hydrographs by Intelisolve
Hyd, No. 1

. Area #1 (Predeveloped)
Hydrograph type = SCS Runoff

r Storm frequency = 10 yrs
Drainage area = 13.80 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.00 in
Storm duration = 24 hrs

Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 18.85 cfs
Time interval = 2 min
Curve number = 60
Hydraulic length = 0 ft
Time of conc. (Tc) = 17 min
Distribution = Type II
Shape factor = 484
Q (cfs)
• AA AA
Area #1 (Predeveloped)
Hyd. No. 1 --10 Yr
Hydrograph Volume = 65,176 cult
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
0 2 5 7 9 12 14 16 19 21 23 26
Hyd No. 1 Time (hrs)
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1

Area #1 (Predevel oped)

Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 13.80 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.90 in
Storm duration = 24 hrs

'l
'a
Area #1 (Predeveloped)
Q (cfs) Hyd. No. 1 -100 Yr
40.00
v 30.00
11
20.00
10.00
0 00
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 39.26 cfs
Time interval = 2 min
Curve number = 60
Hydraulic length = 0 ft
Time of conc. (Tc) = 17 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 126,891 cult
Q (cfs)
40.00
30.00
20.00
10.00

0 2 5 7
1}
Hyd No. 1
r
rl
9 12 14 16 19 21 23
0.00
26
Time (hrs)
19
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2

Offsite (Predevelo ped)

Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 1.50 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 1.50 in
Storm duration = 24 hrs

Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 0.19 cfs
Time interval = 2 min
Curve number = 73
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
?l
Offsite (Predeveloped)
Q (cfs) Hyd. No. 2 --1 Yr
0.50
?I
0.45
0.40
0.35
.! 0.30
?I
0.25
0.20
?I
?I 0.15
0.10
0.05
0.00
0 2 5 7
Hyd No. 2
9 12 14 16 19 21 23
Hydrograph Volume = 660 cuft
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
26
Time (hrs)
2
Hydrograph Plot 11
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
.,
Offsite (Predeveloped)

Hydrograph type = SCS Runoff

?I Storm frequency = 10 yrs
Drainage area = 1.50 ac
Basin Slope = 0.0%
Tc method = USER
Total Precip• = 5.00 in
Storm duration = 24 hrs

Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 5.78 cfs
Time interval = 2 min
Curve number = 73
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
?l
?l
Q (cfs) Offsite (Predeveloped)
Hyd. No. 2 - 10 Yr
6.00
5.00
4.00
3.00
?j
2.00
1.00
0 00
Hydrograph Volume = 11,641 cuft
0 2 5 7
Hyd No. 2
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
9 12 14 16 19 21 23 26
Time (hrs)
Hydrograph Plot

Hydraflow Hydrographs by Intelisolve
Hyd.
No. 2
.
• Offsite (Predeveloped)
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 1.50 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.90 in
Storm duration = 24 hrs

Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 9.68 cfs
Time interval = 2 min
Curve number = 73
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
n nn Hydrograph Volume = 19,649 cult
Offsite (Predeveloped)
•, Q (cfs) Hyd. No. 2 -100 Yr
10.00
?i 8.00
?I
.? 6.00
4.00
2.00

0.0' 2.3 4.7 7.0
Hyd No. 2
Q (cfs)
10.00
8.00
6.00
4.00
2.00
9.3 11.7 14.0 16.3 18.7 21.0
?- 0.00
23.3
Time (hrs)
20
Hydrograph Plot

Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
i
., Total Predeveloped to Basin #1
?I Hydrograph type = Combine

r Storm frequency = 1 yrs
Inflow hyds. = 1, 2

Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 0.19 cfs
Time interval = 2 min
}
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
.? 0.05
0 00
Hydrograph Volume = 864 cuft
Total Predeveloped to Basin #1
Hyd. No. 4 -1 Yr
0 2 5 7 9
Hyd No. 4 Hyd No. 1
12
14 16
- Hyd No. 2
19 21 23
Q (cfs)
0.50
- 0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
26
Time (hrs)

0 12
0' H d ro ra h Plot
Y 9 p
Hydraflow Hydrographs by Intelisolve Tuesday, Jun 20 2006, 3:30 PM

Hyd. No. 4

Total Predeveloped to Basin #1

Hydrograph type = Combine Peak discharge = 20.08 cfs
Storm frequency = 10 yrs Time interval = 2 min
• Inflow hyds. = 1, 2

•? Hydrograph Volume = 76,817 cult

•'

?I
?I
?I
Total Predeveloped to Basin #1
•I Q (c)
21
00 Hyd. No. 4 -10 Yr Q (cfs)
21
. .00

18
00
. 18.00
?l

1
00
•) 5. 15.00

12
0
.0 12.00
?I

9
00 9
00
. .

6
00

r . 6.00

00
3 3
00
. .

I ----------- --- -- -------- - ---- --- - -------- - - - --
I ------ .--_..- ----------------- ----- ------ _... _
0 00 0 00
0 2 5 7
Hyd No. 4
?I
9
Hyd No. 1
12
14 16
- Hyd No. 2
19 21 23
26
Time (hrs)

HYd ro9raph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4

Total Predeveloped to Basin #1
Hydrograph type = Combine
Storm frequency = 100 yrs
Inflow hyds. = 1, 2

?l

?l
Q (cfs)

40.00
•1 30.00
20.00
10.00
0 00
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 41.79 cfs
Time interval = 2 min
Hydrograph Volume = 146,540 cult
Total Predeveloped to Basin #1
Hyd. No. 4 -- 100 Yr
0 2 5 7
Hyd No. 4
9 12 14 16
Hyd No. 1 Hyd No. 2
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
19 21 23 26
Time (hrs)
21
HYdrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 14

•, Area #2 (Predeve loped WM)
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 13.90 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 1.50 in
Storm duration = 24 hrs
?I

Q (cfs)

Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 2.08 cfs
Time interval = 2 min
Curve number = 76
Hydraulic length = 0 ft
Time of conc. (Tc) = 16.5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 9,211 cuft
Area #2 (Predeveloped WM)
Hyd. No. 14 -1 Yr
Q (cfs)
3.00
2.00
1.00

0 2 5 7
?I
Hyd No. 14
?I
9 12 14 16 19 21 23
0.00
26
Time (hrs)
7
0 HYdrograph Plot 16
?
Hydraflow Hydrographs by Intelisolve
Hyd. No. 14

Area:#2 (Predeve loped WM)
*
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 13.90 ac
Basin Slope = 0.0%
Tc method = USER
Total reci = 5.00 in
Storm duration = 24 hrs

Q (cfs)

Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 44.46 cfs
Time interval = 2 min .
Curve number = 76
Hydraulic length = 0 ft
Time of conc. (Tc) = 16.5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 124,736 cult
Area #2 (Predeveloped WM)
Hyd. No. 14 -10 Yr
Q (cfs)
50.00

0 2 5 7
fI
.? Hyd No. 14
40.00
30.00
20.00
10.00
0.00
9 12 14 16 19 21 23 26
Time (hrs)
Hydrograph Plot 25
Hydraflow Hydrographs by Intelisolve
Hyd. No. 14

Area #2 (Predeveloped WM)
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 13.90 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.90 in
Storm duration = 24 hrs

Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 72.94 cfs
Time interval = 2 min
Curve number = 76
Hydraulic length = 0 ft
Time of conc. (Tc) = 16.5 min
Distribution = Type II
Shape factor = 484
Q (cfs)
7
80.00
6
gj 70.00
60.00
} 50.00
40.00
30.00
1
20.00
10.00
0 00
Hydrograph Volume = 205,069 cult
Area #2 (Predeveloped WM)
Hyd. No. 14 -100 Yr
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 2 5 7
Hyd No. 14
9 12 14 16 19 21 23 26
Time (hrs)
FREELAND and KAUFFMAN, INC.
ENGINEERS • LANDSG4PEARGHITECT5
209 West Stone Avenue
Greenville, South Carolina 29609
Telephone [phone]
Fax [phone]
?I
Job
Job No.
Computed By
Checked By
Date
Date
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WinTR-55 Current Data Description
Identification Data ---
User: Date: 7/13/2006
Project: LOWES Units: English
SubTitle: BELMONT Areal Units: Acres
State: North Carolina
County: Gaston
Filename: P:\TSimmons\Dwg\Proj\LOWES\Belmont NC\STORMWATER CALC\DEVELOPED AREA 1.w55
--- Sub-Area Data ---
Name Description Reach Area(ac) RCN Tc
------------------------------------------------------------------------------
DEVELOPED Outlet 13.8 89 0.100
Total area: 13.80 (ac)
--- Storm Data --
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
3.5 4.4 5.0 5.5 6.5 6.9 3.0
Storm Data Source: Gaston County, NC (NRCS)
Rainfall Distribution Type: Type II
Dimensionless Unit Hydrograph: <standard>
WinTR-55, version 1.00.00 Page 1 7/13/2006 2:12:28 PM
i
•t HYdroJraph Plot 1
?
Hydraflow Hydrographs by Intelisolve

Hyd'. No. 6

•? Area #1 (Developed)
Hydrograph type = SCS Runoff
•, Storm frequency = 1 yrs
Drainage area = 13.80 ac
Basin Slope = 0.0%
Tc method = USER
.? Total precip. = 1.85 in
Storm duration = 24 hrs

Thursday, Jul 13 2006, 2:40 PM
Peak discharge = 21.05 cfs
Time interval = 2 min
Curve number = 89
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution = Type 11
Shape factor = 484
Q (cfs)
/1A AA
Hydrograph Volume = 42,500 cult
Area #1 (Developed)
Hyd. No. 6 --1 Yr
Q (cfs)
24.00
0 2 5 7
Hyd No. 6
20.00
16.00
12.00
8.00
4.00
0.00
9 12 14 16 19 21 23 26
Time (hrs)

HYdro9raph Plot

Hydrallow Hydrographs by Intelisolve
_ Hyd. No. 6

Area #1 (Developed)
! Hydrograph type = SCS Runoff
. ; Storm frequency = 10 yrs
Drainage area = 13.80 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.00 in
Storm duration = 24 hrs

Thursday, Jul 13 2006, 2:40 PM
Peak discharge = 83.24 cfs
Time interval = 2 min
Curve number = 89
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
Q (cfs) Area #1 (Developed)
?
.) Hyd. No. 6 --10 Yr
. 90.00
. ? 80.00 -
70.00 -
. 60.00 -
j 50.00
.y 40.00
30.00 -
20.00
10.00
? 0.00 - - -- - --- - - - --- --
Hydrograph Volume = 177,142 cult
0.0 2.0 4.0 6.0
Hyd No. 6
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
V
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hy d. No. 6
/
Area #1 (Developed)

Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 13.80 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.90 in
Storm duration = 24 hrs

?I
?J

Q (cfs)
• 1
0
00 4
.
}

120
00
.

) 100
00
. .
?j
?i
80.00

60
00
.

40.00

20
00
.

Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00 0 00
0.0 2.0 4.0 6.0
Hyd No. 6
?I
Thursday, Jul 13 2006, 2:40 PM
Peak discharge = 120.74 cfs
Time interval = 2 min
Curve number = 89
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 263,486 cult
Area #1 (Developed)
Hyd. No. 6 -100 Yr
8.0 10.0 12.0 14.0 16.0 18.0
20.0
Time (hrs)
c
HYd rograph Plot
r
I? Hydraflow Hydrographs by Intelisolve
Hyd. No. 8

r Total Developed to Basin #1
r' Hydrograph type = Combine
Storm frequency = 1 yrs
Inflow hyds. = 2, 6
r'
Thursday, Jul 13 2006, 2:40 PM
Peak discharge = 21.52 cfs
Time interval = 2 min
r'
r'
r
r'
r'
r?
rj Q (cfs)
r
rj 24.00
r'
r'
20.00
r
r'
rj 16.00
r'
rj 12.00
8.00
r'
4.00
-- - - -- -------- -
r'
0 00
Hydrograph Volume = 43,809 cult
Total Developed to Basin #1
Hyd. No. 8 --1 Yr
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0 2 5 7 9
r Hyd No. 8 Hyd No. 2
r
12 14 16
Hyd No. 6
0.00
19 21 23 26
Time (hrs)
2
•'
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 8
Total Developed to Basin #1
Hydrograph type = Combine
•) Storm frequency = 10 yrs
Inflow hyds. = 2, 6

Peak discharge = 89.01 cfs
Time interval = 2 min
?I
?I
1 Q (cfs)

80
00
•? .

70
00
.? .

) 60
00
• .

) 50
00
O .

40
00
.) . - -

30
00
.

) 20
00
. .
- -------- -- -
10
00
.
- -- - -- - - - -- - - -- - ----- - - -- - - --- --- -----

Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00

W1 0.00 0 00
0.0 2.0 4.0 6.0 8.0
.I Hyd No. 8 Hyd No. 2
v
?i
Hydrograph Volume = 188,783 cult
Total Developed to Basin #1
Hyd. No. 8 -10 Yr
Thursday, Jul 13 2006, 2:40 PM
10.0 12.0
Hyd No. 6
14.0 16.0 18.0
20.0
Time (hrs)
4
HYdrograph Plot s
•
Hydraflow Hydrographs by Intelisolve
Hyd'. No. 8
.; Total Developed to Basin #1
Hydrograph type = Combine
Storm frequency = 100 yrs
Inflow hyds. = 2, 6
?I
•'
?I
Q (cfs)
A Aft I1I1
Thursday, Jul 13 2006, 2:40 PM
Peak discharge = 130.42 cfs
Time interval = 2 min
Hydrograph Volume = 283,135 cult
Total Developed to Basin #1
Hyd. No. 8 - 100 Yr
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
r 0.0 2.0 4.0 6.0 8.0
?I
Hyd No. 8 Hyd No. 2
0.00
10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 6 Time (hrs)
AO Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 16

., Area #2 (Developed)
Hydrograph type = SCS Runoff
., Storm frequency = 1 yrs
Drainage area = 14.30 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 1.50 in
Storm duration = 24 hrs

Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 19.58 cfs
Time interval = 2 min
Curve number = 93
Hydraulic length = 0 ft
Time of conc. (Tc) = 8 min
Distribution = Type II
Shape factor = 484
r Area #2 (Developed)
Q (cfs) Hyd. No. 16 - 1 Yr
21.00
18.00
?I
,t 15.00
12.00
9.00
Hydrograph Volume = 44,968 cuft
Q (cfs)
21.00
6.00
3.00
0 00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
8
0 2 5 7 9 12 14 16 19 21 23 26
Time (hrs)
Hyd No. 16
,,' Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
1
Hyd, No. 16

Area #2 (Developed)
,i Hydrograph type = SCS Runoff
t Storm frequency = 10 yrs
Drainage area = 14.30 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.00 in
Storm duration = 24 hrs
t
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 88.04 cfs
Time interval = 2 min
Curve number = 93
Hydraulic length = 0 ft
Time of conc. (Tc) = 8 min
Distribution = Type II
Shape factor = 484
Area #2 (Developed)
Q (cfs) Hyd. No. 16 -10 Yr
t 90.00
80.00
/t
70.00
60.00
50.00
40.00
30.00
-) 20.00
rl 10.00
0 00
Hydrograph Volume = 217,909 cult
I
0.0 2.0 4.0 6.0
rt Hyd No. 16
8.0
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
-1 -1 -1 1 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
17
Hydrograph Plot 26
Hydraflow Hydrographs by Intelisolve
Hyd. No. 16

Area #2 (Developed)
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 14.30 ac
Basin Slope = 0.0%
?I Tc method = USER
Total precip. = 6.90 in
Storm duration = 24 hrs

Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 124.53 cfs
Time interval = 2 min
Curve number = 93
Hydraulic length = 0 ft
Time of conc. (Tc) = 8 min
Distribution = Type II
Shape factor = 484
?I
:a Area #2 (Developed)
.) Q (cfs) Hyd. No. 16 --100 Yr
140.00
120.00
.) 100.00
80.00
60.00
40.00
20.00
0 00
Hydrograph Volume = 315,206 cuft

120.00
100.00
Q (cfs)
140.00
80.00
60.00
40.00

0.0 2.0 4.0 6.0
Hyd No. 16
20.00
0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
E
•FREELAND and KAUFFMAN, INC.
6ENowEvc5 •LANDSCAPEARCHITECTS
209 west stone avenue
*Greenville, South Carolina 29609
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OFREELAND and KAUFFMAN, INC.
OENGINEERS • LAND.SCAPEARCHITEGTS
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Groenville, South Carolina 29609
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VNmeERS • LANDSCAPE ARCHITECTS
09 West Stone Avenue r ¢ S _ ?j? `p ?? tJ C? ob No.
Sreenville. South Carolina 29609 J012 J
elephons 864-233-5497
ax 864-233-8915

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3. General
a. Basin shape should minimize dead storage areas and short circuiting. Length to width
ratios should be 3:1 or greater. (Barfield, et al., 1981, pp. 426-429; Florida DEP, 1982,
pg. 6-289).
b. If the basin is used as a sediment trap during construction, all sediment deposited during
construction must be removed before normal operation begins.
c-. Aquatic vegetation should be included for a wetland type detention basin (Maryland
DNR, March 1987; Schueler, 1987, Chapter 4 and 9). A minimum ten foot wide shallow
sloped shelf is needed at the edge of the basin for safety and to provide appropriate
conditions for aquatic vegetation (Scheeler, 1987). This shelf should be sloped 6:1 or
flatter and extend to a depth of 2 feet below the surface of the permanent pool (Shaver
and Maxted, DNREC, 1994). A list of suitable wetland species and propagation
techniques are provided in Schueler (1987) and Maryland DNR (1987).
d. An emergency drain (with a pipe sized to drain the pond in less than 24 hours) should be
installed in all ponds to allow.access for riser repairs and sediment removal (Scheeler,
1987).
Table 1.1 Surface Area to Drainage Area Ratio For Permanent Pool Sizing For 85% Pollutant
Removal Efficiency in the Piedmont
% Impervious
Cover 3.0 4.0. 5.0 6.0 7.0 8.0 9.0
10 0.59 049 0.43 0.35 0
3 1' O29 0
26
20 0.97 0.79 0.70 .1159 .
0.51 0.46 -
0.44

40' 1.73. 1.43 1.25 _ 1.05 0.90 ;0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 .0.92
60 2.40 2.03 1.71 1.51 1.29. 1.18 1.10
70 2.88. 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 .2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 166. 2.34 2.11 1.83 1.67
Notes: Numbers given in the body of the table are given in percentages.
. Coastal SA/DA-ratios can be obtained from the local DWQ Regional Office.
5
0,
0 HYdrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
Basin #1 Routing
Hydrograph type = Reservoir
Storm frequency = 1 yrs
r Inflow hyd. No. = 8
Reservoir name = Basin #1 (Lowe's)
Thursday, Jul 13 2006, 2:43 PM
Peak discharge = 0.20 cfs
Time interval = 2 min
Max. Elevation = 672.69 ft
Max. Storage = 35,206 cuft
,j Storage Indication method used.
Q (cfs)
/1 A AA
Hydrograph Volume = 40,519 cult
Basin #1 Routing
Hyd. No. 10 -1 Yr
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
r v v V 0 10 19 29 39
Hyd No. 10 Hyd No. 8
r
0.00
48 58 68 77 87 97
Time (hrs)
1
HYdro9raph Plot 2
•
Hydraflow Hydrographs by Intelisolve
?I
Hyd: No. 10

Basin #1 Routing
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 8
Reservoir name = Basin #1 (Lowe's)

•j Storage Indication method used.
?I

?I

I
Q (cfs)
.I 90.00
?I
.? 80.00
.? 70.00
a
.j 60.00
.? 50.00
40.00
.? 30.00
20.00
10.00
0 00
Thursday, Jul 13 2006, 2:43 PM
Peak discharge = 12.33 cfs
Time interval = 2 min
Max. Elevation = 675.36 ft
Max. Storage = 101,147 cuft
Hydrograph Volume = 182,636 cult
Basin #1 Routing
Hyd. No. 10 -10 Yr
0 7 15 22 29
V Hyd No. 10 Hyd No. 8
?j
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
37 44 51 59 66 73 81
Time (hrs)
0: Hydrograph Plot 3
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10

•' Basin #1 Routing
0; Hydrograph type = Reservoir
•, Storm frequency = 100 yrs
Inflow hyd. No. = 8
40' Reservoir name = Basin #1 (Lowe's)

•I Storage Indication method used.

?I

?I
Q (cfs)
•I
A Afl All
Basin #1 Routing
Hyd. No. 10 -100 Yr
Thursday, Jul 13 2006, 2:43 PM
Peak discharge = 25.78 cfs
Time interval = 2 min
Max. Elevation = 676.98 ft
Max. Storage = 147,756 cuft
Hydrograph Volume = 276,807 cult

Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
9` 0 3 6 9 12 15 18 21 24 27 30
?l
,? Hyd No. 10 Hyd No. 8 Time (hrs)
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 18
Basin #2 Routing
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 16
Reservoir name = Basin #2(WM)

Storage Indication method used.

?i

Q (cfs)

} 21.00
?I
18.00
?I
.? 15.00
12.00
?I
?I
.i 9.00
6.00
,I
?I 3.00
?I
0 00
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 0.21 cfs
Time interval = 2 min
Max. Elevation = 671.78 ft
Max. Storage = 35,947 cuft
Hydrograph Volume = 41,644 cult
Basin #2 Routing
Hyd. No. 18 -1 Yr
Q (cfs)
21.00
18.00
15.00
12.00

9.00
6.00
3.00
0 10 19 29 39
Hyd No. 18 Hyd No. 16
?I
0.00
48 58 68 77 87 97
Time (hrs)
9
18
HYdroJraph Plot
?

Hydraflow Hydrographs by Intelisolve Tuesday, Jun 20 2006, 3:30 PM
Hyd. No. 18

Basin #2 Routing
Hydrograph type = Reservoir Peak discharge = 36.62 cfs
Storm frequency = 10 yrs Time interval = 2 min
Inflow hyd. No. = 16 Max. Elevation = 674.61 ft
Reservoir name = Basin #2(WM) Max. Storage = 101,146 cuft
•I

Storage Indication method used. Hydrograph Volume = 213,095 cult

?t
?I
?l
Basin #2 Routing

.? Q cfs

90
001-
Hyd. No. 18 -10 Yr Q (cfs)
. 90.00
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

000 o00
0 3 5 8 11
v
Hyd No. 18 Hyd No. 16
13 16 19 21 24
27
Time (hrs)
• Hydrograph Plot 27
•
• Hydraflow Hydrographs by Intelisolve
Hyd. No. 18

Basin #2 Routing
Hydrograph type = Reservoir

•' Storm frequency = 100 yrs
Inflow hyd. No. = 16
•' Reservoir name = Basin #2(WM)

Storage Indication method used.
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 62.83 cfs
Time interval = 2 min
Max. Elevation = 675.63 ft
Max. Storage = 128,783 cuft
Hydrograph Volume = 310,320 cult
•
•I
•l

•? Basin #2 Routing
•? Q (c?)
140
00 Hyd. No. 18 -100 Yr Q (cfs)
. 140.00
?

•? 120
00
. 120.00

100.00
.} 100.00

80
00
. 80.00

? 60
0
. .
0 60.00

40
00
. 40.00

20
00
. 20.00

0.00 0.00
0 2 5 7 9 12 14 16 19 21 23 26
Time (hrs)
Hyd No. 18 Hyd No. 16

Pond Report
Hydraflow Hydrographs by Intelisolve
Pond No. 1 - Basin #1 (Lowe's)
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) , Total storage (cuft)
Tuesday, Jun 20 2006, 3:37 PM
0.00 671.00 19,213 0 0
1.00 672.00 20,973 20,093 20,093
2.00 673.00 22,780 21,877 41,970
3.00 674.00 24,650 23,715 65,685
4.00 675.00 26,580 25,615 91,300
5.00 676.00 28,575 27,578 118,877
6.00 677.00 30,600 29,588 148,465
7.00 678.00 32,700 31,650 180,115
Culvert / Orifice Structures Weir Structures
[A] [Bl [C] [D] [A] [B] [C] [D]
Rise (in) = 36.00 2.50 0.00 0.00 Crest Len (ft) = 1.00 12.00 0.00 0.00
Span (in) = 36.00 2.50 0.00 0.00 Crest El. (ft) = 673.00 677.50 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00
Invert El. (ft) = 671.00 671.00 0.00 0.00 Weir Type = Rect Rect - -
Length (ft) = 40.00 0.00 0.00 0.00 Multistage = Yes Yes No No
Slope (%) = 1.00 0.00 0.00 0.00
N-Value = .015 .013 .013 .000
Orit Coeff. = 0.60 0.60 0.60 0.00
Multistage = n/a Yes No No EA1Itration = 0 .000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Stage I Storage I Discharge Table
Stage Storage Elevation Clv A
ft cult ft cfs
0.00 0 671.00 0.00
1.00 20,093 672.00 0.15
2.00 41,970 673.00 0.23
3.00 65,685 674.00 3.68
4.00 91,300 675.00 9.77
5.00 118,877 676.00 17.70
6.00 148,465 677.00 26.00
7.00 180,115 678.00 47.88
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Clv B Clv C Clv D Wr A Wr B Wr C Wr D ELI Total
cfs cis cfs cfs cfs cfs cfs cfs cfs
0.00 - - 0.00 0.00 - - - 0.00
0.15 - - 0.00 0.00 - - - 0.15
0.22 - - 0.00 0.00 - - - 0.22
0.25 - - 3.33 0.00 - - - 3.58
0.27 - - 9.42 0.00 - - -- 9.69
0.29 - - 17.30 0.00 - - - 17.59
0.29 - - 25.67 0.00 - - - 25.96
0.29 - - 33.46 14.13 - - - 47.88
Pond Report
Hydraflow Hydrographs by Intelisolve Tuesday, Jun 20 2006, 3:38 PM
Pond No. 2 - Basin #2(WM)
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage I Storage Table
Stage (ft) Elevation (ft)
0.00 670.00
1.00 671.00
2.00 672.00
3.00 673.00
4.00 674.00
5.00 675.00
6.00 676.00
Culvert I Orifice Structures
Contour area (sqft)
19,300
20,300
21,300
22,200
24,300
26,700
29,000
[A] [B] [C]
Rise (in) = 36.00 2.50 0.00
Span (in) = 36.00 2.50 0.00
No. Barrels = 1 1 0
Invert El. (ft) = 670.00 670.00 0.00
Length (ft) = 60.00 0.00 0.00
Slope (%) = 1.00 0.00 0.00
N-Value = .013 .013 .013
Orif. Coeff. = 0.60 0.60 0.60
Multistage = n/a Yes No
Stage I Storage I Discharge Table
Stage Storage Elevation Clv A
ft cuft ft cfs
0.00 0 670.00 0.00
1.00 19,800 671.00 0.15
2.00 40,600 672.00 0.23
3.00 62,350 673.00 10.39
4.00 85,600 674.00 27.64
5.00 111,100 675.00 43.67
6.00 138,950 676.00 68.99
[D]
0.00
0.00
0
0.00
0.00
0.00
.000
0.00
No
Incr. Storage (cuft) Total storage (cuft)
0 0
19,800 19,800
20,800 40,600
21,750 62,350
23,250 85,600
25,500 111,100
27,850 138,950
Weir Structures
[A] [B] [C] [D]
Crest Len (ft) = 3.00 12.00 0.00 0.00
Crest El. (ft) = 672.00 675.00 0.00 0.00
Weir Coeff. = 3.33 3.33 0.00 0.00
Weir Type = Rect Rect - -
Multistage = Yes Yes No No
EAltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAl Total
cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 - - 0.00 0.00 - - - 0.00
0.15 - - 0.00 0.00 - - - 0.15
0.22 - - 0.00 0.00 - - - 0.22
0.22 - - 9.99 0.00 - - - 10.21
0.21 - - 27.40 0.00 - - - 27.61
0.20 - - 43.47 0.00 - - - 43.66
0.10 - - 37.75 31.14 - - - 68.99
•
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•
BELMONT (LOWE'S)
BELMONT, NC
7-Jun-06
STORM WATER POND VOLUME CALCULATIONS
EROSION CONTROL PHASE I
POND AT SOUTHWEST CORNER
STORAGE AREA IS APPROXIMATELY 9.5 AC X 18000F per AC - 17 ,1 OOCF
INCREMENTAL INCREMENTAL TOTALVOLUME TOTALVOLUME
ELEVATION ELEV. DIFF. AREA SF AVG. AREA (SF) VOLUME (CF) VOLUME (CYD) VOLUME (CF) VOLUME (CYD)_
671 19,213.0 0.0 0.0
1 20,093.0 20,093.0 744.2
672 20,973.0 20,093.0 744.2
1 21,876.5 21,876.5 810.2
673 22,780.0 41,969.5 1,554.4
1 23,715.0 23,715.0 878.3
674 24,650.0 65,684.5 2,432.8
1 25,615.0 25,615.0 948.7
675 26,580.0 91,299.5 3,381.5
1 27,577.5 27,577.5 1,021.4
676 28,575.0 118,877.0 4,402.9
1 29,587.5 29,587.5 1,095.8
677 30,600.0 148,464.5 5,498.7
1 31,650.0 31,650.0 1,172.2
678 32,700.0 180,114.5 6,670.9
1}
1)
BELMONT (LOWE'S)
BELMONT, NC
7-Jun-06
STORM WATER POND VOLUME CALCULATIONS
EROSION CONTROL PHASE 11
POND AT SOUTHWEST CORNER
STORAGE AREA IS APPROXIMATELY 14.8 AC X 18000F per AC = 26,640CF
INCREMENTAL INCREMENTAL
ELEVATION ELEV. DIFF. AREA (SF) AVG. AREA (SF) VOLUME (CF) VOLUME (CYD)
671 19,213.0
1 20,093.0 20,093.0 744.2
672 20,973.0
1 21,876.5 21,876.5 810.2
673 22,780.0
1 23,715.0 23,715.0 878.3
674 24,650.0
1 25,615.0 25,615.0 948.7
675 26,580.0
1 27,577.5 27,577.5 1,021.4
676 28,575.0
1 29,587.5 29,587.5 1,095.8
677 30,600.0
1 31,650.0 31,650.0 1,172.2
678 32,700.0
TOTAL VOLUME TOTAL VOLUME
VOLUME (CF) VOLUME (CYD)
0.0 0.0
20,093.0 744.2
41,969.5 1,554.4
65,684.5 2,432.8
91,299.5 3,381.5
118,877.0 4,402.9
148,464.5 5,498.7
180,114.5 6,670.9
BELMONT (LOWE'S)
BELMONT, NC
7-Jun-06
STORM WATER POND VOLUME CALCULATIONS
EROSION CONTROL PHASE I
POND AT SOUTHEAST CORNER
STORAGE AREA IS APPROXIMATELY 7.0 AC X 18000F per AC = 12,6000F
INCREMENTAL INCREMENTAL TOTAL VOLUME TOTALVOLUME
ELEVATION ELEV. DIFF. AREA (SF) AVG. AREA (SF) VOLUME (CF) VOLUME (CYD) VOLUME (CF) VOLUME (CYD)
670 9,050.0 0.0 0.0
1 9,625.0 9,625.0 356.5
671 10,200.0 9,625.0 356.5
1 10,850.0 10,850.0 401.9
672 11,500.0 20,475.0 758.3
1 12,100.0 12,100.0 448.1
673 12,700.0 32,575.0 1,206.5
1 13,350.0 13,350.0 494.4
674 14,000.0 45,925.0 1,700.9
1 14,750.0 14,750.0 546.3
675 15,500.0 60,675.0 2,247.2
1 16,250.0 16,250.0 601.9
676 17,000.0 76,925.0 2,849.1
i
1
BELMONT (LOWE'S)
BELMONT, NC
7-Jun-O6
STORM WATER POND VOLUME CALCULATIONS
EROSION CONTROL PHASE II
POND AT SOUTHEAST CORNER
STORAGE AREA IS APPROXIMATELY 16.0 AC (FROM WAL-MART SITE) X 1800CF per AC - 28,8000F
INCREMENTAL INCREMENTAL TOTAL VOLUME TOTAL VOLUME
ELEVATION ELEV. DIFF. AREA (SF) AVG. AREA (SF) VOLUME (CF) VOLUME (CYD) VOLUME (CF) VOLUME (CYD)
670 19,300.0 0.0 0.0
1 19,800.0 19,800.0 733.3
671 20,300.0 19,800.0 733.3
1 20,800.0 20,800.0 770.4
672 21,300.0 40,600.0 1,503.7
1 21,750.0 21,750.0 805.6
673 22,200.0 62,350.0 2,309.3
1 23,250.0 23,250.0 861.1
674 24,300.0 85,600.0 3,170.4
1 25,500.0 25,500.0 944.4
675 26,700.0 111,100.0 4,114.8
1 27,850.0 27,850.0 1,031.5
676 29,000.0 138,950.0 5,146.3
Storm Sewer Summary Report
Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 Str E1 to 21 2.50 18 c 94.0 661.03 661.50 0.500 661.70 662.10 0.27 End
2 Str 21 to 22 2.65 18 c 151.1 661.60 662.35 0.496 662.38 662.97 0.34 1
3 Str 22 to 23 1.36 18 c 34.0 - 662.45 662.60 0.441 663.31 663.32 0.04 2
4 Str 1 to 2 35.48 36 c 76.0 672.66 673.04 0.500 674.56 675.03 1.18 End
5 Str 2 to 3 34.30 36 c 142.0 673.14 673.85 0.500 676.21 676.52 0.29 4
6 Sir 3 to 4 31.94 36 c 154.0 673.95 674.72 0.500 676.81 677.03 0.51 5
7 Str 4 to 5 28.46 30 c 281.0 674.82 676.22 0.498 677.54* 678.89* 0.24 6
8 Str 5 to 6 29.09 30 c 213.0 676.32 677.39 0.502 679.13* 680.20* 0.68 7
9 Str 6 to 7 24.34 30 c 30.0 677.49 677.64 0.500 680.88* 680.99* 0.42 8
10 Sir 7 to 8 19.68 30 c 70.0 677.74 678.09 0.500 681.41 * 681.57' 0.19 9
11 Str 8 to 9 20.18 30 c 164.0 678.19 679.01 0.500 681.76* 682.16* 0.29 10
12 Str 9 to 10 6.82 18 c 84.0 679.11 679.53 0.500 682.44* 682.80* 0.23 11
13 Str 9 to 11 6.82 18 c 74.0 679.11 679.48 0.500 682.44* 682.76* 0.23 11
14 Str 1 to 2 49.52 36 c 76.0 672.66 673.04 0.500 674.90 675.63 1.00 End
15 Sir 2 to 12 48.38 36 c 152.0 680.55 681.30 0.493 683.11 683.86 0.40 14
16 Str 12 to 13 48.54 36 c 41.0 681.40 681.60 0.488 684.26 684.44 0.54 15
17 Sir 13 to 14 39.06 36 c 183.0 681.70 682.65 0.519 684.97 685.55 0.24 16
18 Str 14 to 14A 30.02 30 c 52.0 682.75 683.00 0.481 685.80* 686.07* 0.58 17
19 Str 14A to 15 22.86 30 c 100.0 683.10 683.55 0.450 686.66* 686.97* 0.17 18
20 Str 15 to 16 16.22 24 c 168.0 683.65 684.40 0.446 687.13* 688.00* 0.62 19
21 Str 16 to 17 6.30 24 c 276.0 684.50 685.85 0.489 688.62* 688.84* 0.03 20
22 Sir 17 to 18 4.09 18 c 100.0 685.95 686.45 0.500 688.87* 689.02* 0.08 21
23 Sir 14A to 14B 8.52 18 c 14.0 685.93 686.00 0.500 687.43 687.50 0.36 18
Project File: belmont pipe file -backup.stm Number of lines: 23 Run Date: 06-20-2006
NOTES: c = circular, e = elliptical; b = box; Return period = 10 Yrs.; * Indicates surcharge condition.
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60 120
SCALE I? 60'

FILE COPY
EXTENDED DETENTION WETLAND
MAINTENANCE REQUIREMENTS
Proiect Name: Lowe's - Belmont, NC
Permittee: Lowe's Home Centers, Inc.
Address: 1605 Curtis Bridge Road, REEC Dock
Wilkesboro, NC 28697
Phone No: 336-658-4000
1. Maintenance of Embankments
A. Vegetation
The embankment has a ground cover of fescue, which if properly maintained
will prevent erosion of the embankment and provide an easy surface for
inspection. The grass will be most difficult to obtain in the area subject to
water level fluctuation below the top of the riser. Grass should be fertilized
every October and April.
Re-Seeding - periodically re-seeding may be required to establish grass
on areas where seed did not take or has been destroyed. Before seeding,
fertilizer (12-12-12) should be applied at a minimum rate of 12 to 15
pounds per 1,000 SF. The seed should be evenly sewn at a rate of three
pounds per 1,000 SF. The seed should be covered with soil to the depth
of approximately'/.". Immediately following the planting , the area should
be mulched with straw.
¦ Trees & Shrubs - trees, shrubs, and other landscape vegetation should be
permitted only as shown on the approved planting plan.
¦ Mowing - grass mowing, brush cutting and removal of weed vegetation
will be necessary for the proper maintenance of the embankment. All
embankment slopes and vegetation of spillways should be mowed when
the grass exceeds 8° in height. Acceptable methods include the use of
weed ships or power brush cutters and mowers.
¦ The soil in vegetated areas should be tested every other year and
adjustments to the soil amendments be made to sustain vigorous plant
growth with deep, well developed rooted systems. Aeration is
recommended, particularly where sediment accumulation is likely. Use of
fertilizer should be limited to the initial establishment phase for ground
cover.
LL1
¦ Control of invasive, exotic plants (cattails, etc.) that would hinder the
reestablishment of woody vegetation or native wetland grasses and
planting should be controlled by a licensed pesticide operator in
conjunction with all applicable regulations.
• If algae blooms begin to occur, installation of floating aerators may be
required in both the main pond/constructed wetlands and forebay. (Algae
blooms have not been a problem to date with the existing wet pond)
• "Do not mow" signs shall be placed and maintained around the perimeter
of the pond/constructed wetlands surface to prevent indiscriminate
mowing of the aquatic vegetation on the littoral shelf.
B. Erosion
Erosion occurs when the water concentrates causing failure of the vegetation
or when vegetation dies and sets up the environment for rill erosion and
eventually gullies from the stormwater runoff. The berm should be inspected
for these areas. Proper care of vegetative areas that develop erosion is
required to prevent more serious damage to the embankment. Rills and
gullies should be filled with suitable soil compacted and then seeded.
Methods approved by NCDENR should be used to properly establish the
grass surface. Where eroded areas are detected, the cause of the erosion
should be addressed to prevent a continued maintenance problem.
Frequently problems result from the concentration of runoff to one point of the
embankment crest instead of a uniform distribution of runoff. This can be
corrected by reshaping the crest to more evenly distribute the runoff to areas,
which are not experiencing erosion problems. The top of the berm should not
be allowed to be used for pedestrian or bicycle traffic.
Abutment Areas - the abutment is the line formed where the embankment
fill comes into contact with the existing slope. Runoff from rainfall
concentrates in these gutter areas and can reach erosive velocities
because of the steep slopes. If a normal stand of grass cannot be
maintained on the abutments, additional measures may be needed such
as jute matting to provide for the establishment of a good ground cover.
• Upstream Embankment Slope - Erosion problems can develop on the
upstream face of the berm due to the fluctuation of water level in the pond.
This is a result of a combination of wave actions and ground saturation,
which occurs from the elevated water levels. The erosion generally
occurs as the water level falls and the saturated ground becomes
subjected to the wave action. If erosion becomes a problem, it may
necessitate the installation of a stone armoring along the zone subject to
fluctuating water level. This would consist of 18" of NCDOT Class B stone
for erosion control underlain with Mirifi 140 geotextile fabric. It should be
centered at the point of the erosion problem and covering an area 2'
above and below the approximate center of the eroded area.
q
C. Seepage
Detection - Seepage may vary in appearance from a soft wet area to a
flowing spring. It may show up first as only an area where the vegetation is
more lush and darker green. Cattails, reeds, mosses and other marsh
vegetation often become established in a seepage area. The downstream
abutment areas where the embankment fill and natural ground interface are
very common locations for seepage. Also the contact between the
embankment and the spillway conduit is a very common location, which is
generally attributed to poor compaction around the conduit. Due to the way in
which conduits are put in, this is generally most evident on the embankment
slopes. The natural foundation area immediately downstream of the dam
abutment should also be inspected to ensure that "piping" is not occurring
underneath the embankment. "Piping" may appear as a "boil" evident as
spring carries soil. The soil usually deposits around the boil area and is
evident by the sedimentary deposits accompanying it. Seepage can also
occur into the spillway conduit through cracks in the pipe or improperly sealed
joints. These can be seen by observing the conduit when the water level is
high. The movement of the water itself is not dangerous, but if soil particles
are being carried with it, then it can create a shortcut for the piping of soil.
This might show up on the upstream face of the embankment roughly along
the line of the conduit itself.
D. Cracks, Slides, Sloughing and Settlement
Cracks - then entire embankment should be inspected for cracks. Short,
isolated cracks are usually not significant, but larger cracks {wider than
'/4"}, well-defined cracks indicate a serious problem. There are two types
of cracks: transverse and longitudinal:
Traverse cracks appear crossing the embankment and indicated
difference of settlement within the embankment. These cracks provide
avenues for seepage and piping could develop.
Longitudinal cracks run parallel to the embankment and may signal the
early stages of slide. In recently built structures, these cracks may be
indicative of poor compaction or poor foundation preparation resulting
in consolidation after construction.
• Slides - Slides and slumps are serious threats to the safety of an
embankment. Slides can be detected easily unless obscured by
vegetation. Arch shaped cracks are indications that slides are slipping or
beginning to slip. These cracks soon develop into large scarps in the
slope at the top of the slide.
¦ Settlement- settlement occurs both during construction and after the
embankment has been completed and places in service. To a certain
degree this is normal and should be experienced. It is usually the most
pronounced at the location of the maximum foundation depth or
embankment height. Excessive settlement will reduce the free board
R
(elevation between the water surface and the top of the dam). Any are of
excessive settlement should be restored to original elevation and condition
to reduce the risk of overtopping. A relatively large amount of settlement
(more than 6") within a small area could indicate serious problems in the
foundation or perhaps the lower part of the embankment. Settlement
accompanied by cracking often precedes failure.
What to do if seepage, cracks, slides or settlement are detected: If any of
the above items are detected there may be signs of significant problems,
which could lead, to failure of the structure. A geotechnical or civil
engineer should be consulted regarding the origin of these problems and
for the assessment of the appropriate solutions for the correcting item. If
the professional is not immediately able to inspect the berm, then the
bottom drain should be opened and the water level lowered to remove the
risk of failure until a professional can observe these problems.
A. Rodent Control
Generally in this urban environment, rodents are not a problem. Rodents
such as groundhogs, muskrats, and beavers are attracted to dams and
reservoirs and can be quite dangerous to structural integrity and proper
performance of the embankment and spillway. Groundhog and muskrats
thrive on burrowing in the manmade earth embankments, which become
pathways for seepage. In the event that burrows are detected within the
berm, then the rodents should be dealt with by removal.
Maintenance of Spillways and Control Structures
A. Inspection of Spillway Conduits
Conduits should be inspected thoroughly twice a year. Conduits should be
visually inspected by actually entering the conduit a sufficient distance
between the riser structure and the outlet to check all the joints. Because the
outlet works tie into street storm sewer system, catch basins and pipes.
Conduit should be inspected for proper alignment (sagging), elongation and
displacement at joints, cracks, leaks, surface water, surface wear, loss of
protective coating, corrosion and blocking. Problems with conduits most often
occur at joints and special attention should be given to them during
inspection. Joints should be checked for gaps caused by elongation or
settlement and loss of joint filler material. Open joints can permit erosion of
the embankment material and possibly the piping of soil material through the
joints. Catch basins should be checked for signs that water is seeping along
the exterior surface of the pipe where it enters the catch basin. A depression
in the soil surface over the pipe may be signs that soil is being removed from
around the pipe.
¦ What to do if problems are detected with the spillway: retain the
assistance of a civil engineer or geotechnical engineer qualified the design

of embankments to perform an inspection of the berm. If in doubt, lower
the water surface elevation of the pond/constructed wetlands until such
time as a qualified professional can perform an inspection.
B. Trashracks on Outlet Structure
The riser structure for this pond(constructed wetlands is the only outlet
structure. The intake structure has been fitted with a trashrack to prevent
debris from entering the spillway structure. Most of the runoff entering the
pond/constructed wetlands comes in through grated inlets, which have
essentially provided filtration of the runoff and should limit the size of the
debris that enters the basin to floating debris, which will most likely pass
through the trashrack. The opening between the trashrack and riser is
smaller than the opening of the outlet pipe. The intent is that any debris,
which passes through the trashrack, will be easily passed by the pipe outlet.
Maintenance should include periodically checking the rack for rusted or
broken sections and repairing as needed. The trashrack should be checked
frequently during and after storm events to ensure that it is properly
functioning and to remove accumulated debris.
111. Operation
A. Drains/Pumps
Due to the elevations on for this pond/constructed wetland area, it will need to
be drained via a portable pump that is to be kept on site. The pump should
be easily accessible in case of an emergency or for repairs or maintenance.
Generally, when draining the pond, it should be drained slowly. Turn on the
pump to a level where a good flow of water is present but not a torrent, so
that the water level can be drained over a period of 48 hours or more.
Rapidly lowering the water level in the pond can cause permanent damage to
the embankment and must be avoided. The pump should be tested
periodically to ensure it is in good working condition.
B. Record Keeping
Operation of the berms and constructed wetlands should include recording of
the following:
• Semi Annual Inspection - Inspections are to be performed by a qualified
registered North Carolina professional engineer, landscape architect, or
surveyor.
¦ Semi Annual Inspection Reports - a collection of written inspection reports
should be kept on record. Inspection should be conducted semi-annually.
Copies should be provided to the owner.

¦ Observations - all observations should be recorded. Where periodic
inspections are performed following significant rainfall events, these
inspections should be logged into a Periodic Inspection, Operation &
Maintenance Form.
¦ Other Operation Procedures - the owner should maintain a complete and
up-to-date set of plans (as-built drawings) and all changes made to the
berms and constructed wetlands over time should be recorded on the as-
builts.
C. Sedimentation and Dredging
Sedimentation from establishing areas tributary to the pond/constructed
wetlands will eventually result in the reduction of the retention pool and
eventually will have to be removed. The frequency of this sediment removal
can be reduced by ensuring that the site areas around the building be
stabilized with a vegetative ground cover such that it restrains erosion. This
would include a periodic application of fertilizer and other treatments
necessary to promote a stable groundcover and minimize sedimentation to
the pond/constructed wetlands. The maintenance on this pond/constructed
wetlands requires that when the sediment level (as measured from the top of
the riser to the sediment pool) is within 5-feet of the top of the riser that the
sediment must be removed and the original pond restored. For aesthetic
purposes it may be desirable to maintain it prior to this point. Generally, the
dredging process begins with the removal of as much water as possible from
the deposited silt and so the material can be excavated with conventional
equipment for trucking offsite. The removed material should be hauled offsite
to a suitable landfill site or mounded somewhere on site and stabilized with a
groundcover sufficient to restrain erosion.
,,eS_, hereby acknowledge that I am the financially
I, R I,45"
responsible party for maintenance of this detention pond. I will be responsible for
the performance of the maintenance as outlined above, as part of the Stormwater
Management Permit received for this project.
K
Signature: 7UQ?,? Date: 712_?_10(ell

POND MAINTENANCE REQUIREMENTS
Project Name: Lowe's - Belmont, NC._
Permitter : Lowe's Home Centers, Inc.
Address : _REEC Dock, 1605 Curtis Bridge Rd, Wilkesboro, NC 28697
Phone No. 336-6584000
1. Monthly, or after every runoff producing rainfall event, whichever comes first:
A. Inspect the trash rack; remove accumulated debris, repair / replace if it is not
functioning.
B. Inspect and clear the orifice of any obstructions. If a pump is used as the
drawdown mechanism, pump operation will be checked. A log of test runs of the
pump will be kept on site and made available to DWQ personnel upon request.
C. Inspect the pond side slopes and grassed inlet swales; remove trash, and repair
eroded areas before the next rainfall event.
D. If the pond is operated with a vegetated filter, the filter will be checked for
sediment accumulation, trash accumulation, erosion and proper operation of the
flow spreader mechanism. Repairs/cleaning will be done as necessary.
H. Quarterly (Four times a year):
A. Inspect the collection system (i.e. catch basins, piping, grassed swales) for proper
functioning. Accumulated trash will be cleaned from the basin grates, basin
bottoms, and piping will be checked for obstructions and cleared as required.
B. Pond inlets will be checked for undercutting. Riprap or other energy dissipation
structures will be replaced, and broken pipes will be repaired.
Ill. Semi-annually (twice a year):
A- Accumulated sediment from the bottom of the outlet structure will be removed.
B. The forebay depth will be checked at various points. Sediment removal is
required when the depth is reduced to 75% of the original forebay design depth of
4.0 feet for the pond.
C. Grassed swales, including the vegetated filter if applicable, will be re-seeded
twice a year as necessary.
POND NIALti-TENANCE REQUIREMENTS
PAGE 2
IV. Annually (Once a year):
A. The pond depth will be checked at various points. Sediment removal is required
when the depth is reduced to 75% of the original design depth or 3 feet,
whichever is greater. The design depth for the pond is 4.0 feet therefore the 3.00
foot minimum would apply. The depth is measured vertically from the orifice
down to the pond's bottom. Sediment must be removed to at least the original
design depth
V. General:
A. Mowing of the side slopes will be accomplished according to the season.
Maximum grass height will be 6".
B. Cattails are encouraged along the perimeter, however they will be removed when
they cover more than 1/2 the surface area of the pond. The best time to cut them is
at the end of the growing season, in November. Environmentally sensitive
chemicals for use in killing cattails can also be used. Contact your nearest
Agricultural Extension Agent.
C. The orifice is designed to draw down the pond in the 2-5 days. If drawdown is not
accomplished in that time, the orifice will be replaced with a larger or smaller
orifice. Slow drawdown may be attributed to a clogged system. The source of the
clogging will be found and eliminated.
D. All components of the detention pond systems (2) will be kept in good working
order. Repair or replacement components will meet the original design
specifications as per the approved stormwater plan. If previously approved
components are determined to be ineffective, the component must be redesigned
and/or replaced.
VI. Special Requirements:
I, MIKE HAKt-E55 , hereby acknowledge that I am the financially
responsible party for maintenance of this detention pond. I will be responsible for the
performance of the maintenance as outlined above, as part of the Stormwater
Management Permit received for this project.
Signature: Date: 711Zlb
v
VP - 6W4MJrEg1uy t cor?St?vcTt a.J

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number 04- 0619, and its issue date (if known)
3. Specify the type of project (check one):
Low Density y/High Density Redevelopment General Permit Other
4. Additional Project Requirements (check applicable blanks):
_CAMA Major Sedimentation /Erosion Control _404/401 Permit -ZNPDES Stormwater -Other
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
2. Stormwater runoff from this project drains to the aT Gi mi 9 ex River basin.
3. Total Project Area: / S _/9 acres 4. Project Built Upon Area: 70 %
5. How many drainage areas does the project have? Z
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information Drainage Area 1 Drainage Area 2
Receiving Stream Name `??! ?sv - , U ?/ lCvtG{
Receiving Stream Class
Drainage Area C 1 Ae.
Fwktina TmnPrvi?nc* Araa l1 li /_, A t'7_ I 119
Proposed Impervious*Area 6 U. b
% Impervious* Area (total) 79, 7 46 76, z.7 6
Impervious` Surface Area Drainage Area 1 Drainage Area 2
On-site Buildings Z/. 00 A G ,t G
On-site Streets ?. A6 Pn.t i
On-site Parking lyt, 146 04_ 061
On-site Sidewalks IL: AG
Other on-site QC
Off-site 0,00 AG
Total: 10. Total:
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
$401 ^
t5ve,W;-,
Q/')AAA V-c;nn t o P.- 7 of A
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated- Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
" a
7. How was the off-site impervious area listed above derived? N/ A
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built-upon area for each lot must be provided as an attachment.
L The following covenants are intended to ensure ongoing compliance with stale riparian buffer authorization or General
Certification numbers as issued by the Division of Water Quality. These
covenants may not be changed or deleted without the consent of the Slate.
2. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brit!; stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped or altered except as necessary to provide driveway crossings.
4. Built-upon area in excess of the permitted amount requires a modified water quality certification prior to construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted .
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable stormwater management supplement form(s) listed below must be submitted for each BMP specified
for this project. The forms are located on the 401/wetlands unit website.
Bioretention Worksheet
Dry Detention Worksheet
Level Spreader Worksheet
Grassed Swale Worksheet
Extended Detention Wetland / Pocket Wetland Worksheet
Wet Detention Worksheet
9/2004 Version 1.0 Page 3 of 4
t
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the DWQ Central Office.
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item. initals
• Original and two copies of the Express Review Stormwater Management Application
• Signed and notarized Operation and Maintenance Agreement
• Three copies of the applicable Supplement Form(s) for each BMP
• Application processing fee (payable to NCDENR)
• Detailed narrative description of stormwater treatment/management t"+
• Three copies of plans and specifications, including:
- Development/Project name
- Engineer and firm
- Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands and streams delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or
Mailing Address:
City:
Phone:
State:
Fax: (
VIII. APPLICANT'S CERTIFICATION
I, (print or type name ofperson listed in General Information, item 2)
certify that the information included on this application form is, to the best of my knowledge, correct and that the project
will be constructed in conformance with the approved plans, that the required deed restrictions and protective covenants
will be recorded, and that the proposed project complies with the requirements of 15A NCAC 2H .1000
Signature:
Kevin D. Bennett
Vice President
9/2004 Version 1.0 Page 4 of 4
DWQ Project No.
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET) WETLAND WORKSHEET
1. PROJECT INFO(tMATION (please complete the following information):
Project Name : w4;- S - aCL01%VA'r% %J C.
Contact Person: -"[;6o0 5 Phone Number: -1 T -- 547-to
For projects with multiple basins, specify which basin this worksheet applies to: T? % hJ 4 t
Permanent Pool Elevation 0101 ft. (elevation of the orifice invert out)
Temporary Pool Elevation "1 l ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area Q
-l t Z 3 sq. ft. (water surface area at permanent pool elevation)
Drainage Area ??) 8 ac. (on-site and off-site drainage to the basin)
Impervious Area 10915 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area -L2 So sq. ft. (at permanent pool elevation approximately 15%)*
Marsh W-9" Surface Area ? T- sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 97-18" Surface Area 725 sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area ZS S O sq. ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume Lk S cu. ft. (volume detained on top of the permanent pool)
SAIDA used Z.. (p3 (surface area to drainage area ratio)*
Diameter of Orifice Z. 5 - in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
A licants Initials
The temporary pool controls runoff from the 1 inch rain.
S The basin side slopes are no steeper than 3:1.
c3-tS A planting plan for the marsh areas with plant species and densities is provided.
VA"s Vegetation above the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The temporary pool draws down in 2 to 5 days.
_ WS Sediment storage is provided in the permanent pool.
b A sediment disposal area is provided.
Q Access is provided for maintenance.
STS A site specific, signed and notarized operation and maintenance agreement is provided.
'iS The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
Plan details for the wetland are provided.
Q) Plan details for the inlet and outlet are provided.
5315 A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http://h2o.ehnr.state.nc.us/ncwefands/oandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999.10% open water, 50% high marsh, 40% low marsh.
DWQ Project
DIVISION OF WATER QUALITY • 401 EXTENDED DETENTION (and POCKET) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the foil information):
Project Name : e.aES - 1?ri?T 1?C•
Contact Person: Tove, S. wtw*S 41 Phone Number. -64-!L(-
For projects with multiple basins, specify which basin this worksheet applies to: 5?S ??? ri 2.
Permanent Pool Elevation Lo V ft. (elevation of the orifice invert out)
Temporary Pool Elevation 1,0010 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area IQ -t t sq. ft. (water surface area at permanent pool elevation)
Drainage Area __L A__1 3 ac. (on-site and off-site drainage to the basin)
Impervious Area t o .-I ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 7-IM S" sq. ft. (at permanent pool elevation approximately 15%a)*
Marsh 07-9" Surface Area
M
h 97
18" S
f
A V 1 S'S sq. ft.
7 (at permanent pool elevation approximately 351/o)*
ars
-
ace
ur
rea
Micro Pool Surface Area •
sq. ft.
1
ft (at permanent pool elevation approximately 35%)*
*
- sq.
. (at permanent pool elevation approximately 15%)
Temporary Pool Volume V?Ati Q5-0 cu. ft. (volume detained on top of the permanent pool)
' SAIDA used Z • 5q (surface area to drainage area ratio)*
Diameter of Orifice ??• 5- in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
1SV5_The temporary pool controls runoff from the 1 inch rain.
aTy The basin side slopes are no steeper than 3:1.
A planting plan for the marsh areas with plant species and densities is provided.
643 Vegetation above the permanent pool elevation is specified.
BO An emergency drain is provided to drain the basin.
P-OS The temporary pool draws down in 2 to 5 days.
Sediment storage is provided in the permanent pool.
I &f5 sediment disposal area is provided.
Access is provided for maintenance.
Airs A site specific, signed and notarized operation and maintenance agreement is provided.
The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
Plan details for the wetland are provided.
ig 11"S Plan details for the inlet and outlet are provided.
!b, A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http://h2o.ehnr.state.nc.us/ncweflands/oandm.doc).
' Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999.10% open water, 50% high marsh, 40% low marsh.
0? W A rFRQG Michael F. Easley, Governor
William G. Ross Jr., Secretary
r North Carolina Department of Environment and Natural Resources
O Alan W. Klimek, P.E. Director
Division of Water Quality
July 18, 2006
DWQ EXP No. 06-1061
Gaston County
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Lowe's Home Centers, Inc.
Attn.: Nicky R. Wagoner
REEC Dock
1605 Curtis Bridge Road
Wilkesboro, NC 28697
Subject Property: Lowe's of Belmont, NC
REQUEST FOR MORE INFORMATION-EXPRESS REVIEW PROGRAM
On July 17, 2006, the Division of Water Quality Express Review Program received your stormwater
management application package. The DWQ has determined that this information is incomplete and/or
contains incorrect information. Please provide the additional information requested below:
Extended Detention Wetland Design Issues:
• The SA/DA ratio appears to be incorrect for the amount of impervious surface area for both
extended detention wetlands.
• The orifice diameter seems to be sized slightly too small for optimum drawdown.
• Please prepare a planting plan that includes the deep water (micropool) planting zone as well as
woody plants for the littoral shelf area (slope planting zone).
2. The operation and maintenance agreement you have submitted is for a stormwater pond. Please
develop an operation and maintenance agreement suitable for maintaining extended detention wetlands..
Please respond within three (3) days of the date of this letter by sending three (3) copies of the above
information in writing. This letter only addresses the stormwater management application review and does
not authorize any impacts to wetlands,. waters or protected buffers.
Please contact Cynthia Van Der Wiele at [phone] if you wish to discuss these issues.
Sincerely,
t
C di Karol ,
401 Oversight/Express Review Permitting Unit
CBK/cvdw
cc: USACE Asheville Regulatory Field Office
DWQ Mooresville Regional Office
File Copy
Central Files
Todd Simmons, Freeland and Kauffman, Inc., 209 West Stone Ave., Greenville, SC 29609
401 Oversight / Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] PAX 919-733-6893 / Internet: htto://h2o.enr.state.nc.us/ncvvetlands
od`
N Carolina
Naturally
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
Project Name: Belmont Lc W/L 1
Project No. DWQ 061061
SUBMITTED DESIGN: REQUIRED DESIGN:
elevations

Permanent Pool (ft) 667 3
Temporary Pool (ft) 671 4 ft. depth ok
areas
Permanent Pool SA (sq ft) 19213 19069 sq. ft. ok
Drainage Area (ac) 13.8
Impervious Area (ac) 10.5 76.1 % -
Forebay (ft2) 2880 14.989851 % ok
High Marsh (ft2) 6725 35.0% ok
Low Marsh (ft2) 6725 35.0% ok
Micropool (ft2) 2880 14.989851 % ok
99.98439%
volumes
Temporary Pool (cu ft) 180115 36808 cu. ft. ok
other parameters
SA/DA 2.63 3.17 -
Orifice Diameter (in) 2.5 0.23 cfs drawdown -
Design Rainfall (in) 1 9.0 day drawdown check draw6
Linear Interpolation of Correct SAIDA * * *
% Im ervious
Next Lowest 70
Project Impervious 76.1
Next Highest 80
3 ft. Permanent Pool Depth
SAIDA from Table
2.88
3.17
3.36
c.C60 7 .17. 06
• Project Name: Belmont Lc W/L 2
Project No. DWQ 061061
SUBMITTED DESIGN: REQUIRED DESIGN:
elevations

Permanent Pool (ft) 666 3
Temporary Pool (ft) 670 4 ft. depth ok
areas
Permanent Pool SA (sq ft) 19300 19382 sq. ft. check surfac
Drainage Area (ac) 14.3
Impervious Area (ac) 10.7 74.8 % -
Forebay (ft2) 2895 15 % ok
High Marsh (ft2) 6755 35.0 % ok
Low Marsh (ft2) 675 35.0 % ok
Micropool (ft2) 2895 15 % ok
100%
volumes
Temporary Pool (cu ft) 138950 37552 cu. ft. ok
other parameters
SA/DA 2.59 3.11 -
Orifice Diameter (in) 2.5 0.23 cfs drawdown -
Design Rainfall (in) 1 6.9 day drawdown check drawc,
Linear Interpolation of Correct SAIDA * * *
3 ft. Permanent Pool Depth
% Impervious SA/DA from Table
Next Lowest 70 2.88
Project Impervious 74.8 3.11
Next Highest 80' `' 3.36
FREELAN D and KAU FFMAN, INC. Freeland flute „
ENGwm_-, • LANO5CAPE /gpmm crs and Fredcan, Inc.
Bentonville, Arkansas
July 13, 2006
Ms. Cynthia Van DerWiele, PhD
NCDENR
2321 Crabtree Boulevard
Suite 250
Raleigh, North Carolina 27604
Re: Lowe's - Belmont, NC
Dear Ms. Van DerWiele:
Please find attached our submission for the Express Water Quality Review of this project. This
submission includes:
1) Three-signed application forms (One original)
2) Three sets of plans
3) Three copies of the O & M (One original)
4) Check # 13157 ($2000)
5) Three stormwater management reports (Serves as the stormwater narrative)
Please let me know if you need any additional information.
Sincerely,
Todd Simmons, PE
k-% 17:13
Jul... 4 2006
rr TER:.+!? Gt-1
209 West Stone Avenue • Greenville, South Carolina 29609. Telephone [phone] • Fax [phone]
FREELAND and KAUFFMAN, INC. Freeland-IlKauffnan
and Fredeen, Inc.
ENGINEER5 • LAND5C/1PE aRCHI1ECT5
Bentonville, Arkansas
July 13, 2006
Ms. Cynthia Van DerWiele, PhD
NCDENR
,2321 Crabtree Boulevard
Suite 250
Raleigh, North Carolina 27604
Re: Lowe's - Belmont, NC
1 Dear Ms. Van DerWiele:
Please find attached our submission for the Express Water Quality Review of this project. This
submission includes:
1) Three signed application forms (One original)
2) Three sets of plans
3) Three copies of the O & M (One original)
4) Check # 13157 ($2000)
5) Three stormwater management reports (Serves as the stormwater narrative)
Please let me know if you need any additional information.
Sincerely,
Todd Simmons, PE
971, t,•f?..' -8' L QUAL17y
209 Weet Stone Avenue • Greenville, South Carolina 29609. Telephone [phone]• Fax [phone]

E-)c-p o 6` 1 o b t
OFFICE USE ONLY
Date Received Fee Paid PermitNumber(s)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality 401/ Wetlands Unit
EXPRESS REVIEW PROGRAM STORMWATER MANAGEMENT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicant's name (specify the name of the corporation, individual, etc. who owns the project):
2. Owner/Signing Official's name and title (person legally responsible for facility and compliance):,
3. Owner Mailing Address for person listed in item 2 above:
City:. Gy,d F' A0tn State: Ale Zip: Z 5S 6Q 7
Phone Number. (z?36_}6$?+1/Q? ax Number:( ) mail Address: 444V.,r. v/4
?gA ,
COaa
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
-Z'O'Wes dc
5. Location of Project (street address):
1,1.11.- _ ..rr. I
City: O&iA !; .4 County:
6. Directions to project (from nearest major intersection):
moo,,., ?- ?S 74o, - &A 2rI-? Z 7 To
wA_ _ 1 t.._/I- __ I7. _ I 1_f_ _ i we _, t
7. Latitude: 7 Longitude: T11 O Z I D Zu of project
8. Contact person who can answer questions about the project:
Name: T6Ig" I-- A AA/1.< Telephone Number
Fax Number: 6 44 - z 9 ?I 29Email Address :
II. PERMIT INFORMATION:
1. Specify whether project is (check one): _t/ New Renewal
912004 Version 1.0 Page I of 4
Modification
E?'k r'r? ll?' 7
?flG?t.n+?vUaS rv3U tJ{l ,. k?'.1 .,
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number 04p- e9619 and its issue date (if known)
3. Specify the type of project (check one):
Low Density ? High Density Redevelopment General Permit Other
4. Additional Project Requirements (check applicable blanks):
_CAMA Major -Sedimentation/Erosion Control _404/401 Permit -ZNPDES Stormwater -Other
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
r - teIPG ?"
!"-r/S.L fw j, cry fialC Ae d -4-4ge ;( tI/1- 4-I60ye 1
2. Stormwater runoff from this project drains to the 60l_ui.W b Cis River basin. Ve'"rS'
3. Total Project Area: acres 4. Project Built Upon Area: -/0 %
5. How many drainage areas does the project have? Z
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin,Iriformation Drainage Area 1 Drainage'Area 2
Receiving Stream Name 14, ed `'.-tL , Ufg a, ea W &4d
Receiving Stream Class
Drainage Area ?- f AG
F.xictina TmnPrviniia` Araa 02 r1 / A ( -
Proposed Impervious`Area /p, a, d
% Impervious" Area (total) 79, 7 46 76, Z.7 &
Impervious* Surface Area Drainage Area 1 - ,::Drainage Area 2
On-site Buildings Z/. Q A G
On-site Streets 0. AG 1?>e Pit.e i
On-site Parking q-6-S7 .46 046- a6i
On-site Sidewalks Q. IS7 AG
Other on-site L, Qrz AG
Off-site 0,00 A6
Total: 10.5 41- Total:
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
QMAAA Vorcinn 1 A Pa- 1 of d
1. In the space provided below, summarize how Stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the aroiect.
7. How was the off-site impervious area listed above derived? N A
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built-upon area for each lot must be provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with state riparian buffer authorization or General
Certification numbers as issued by the Division of Water Quality. These
covenants may not be changed or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, bric/y stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. S wales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built-upon area in excess of the permitted amount requires a modified water quality certification prior to construction.
5. All permitted runofffrom outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable stormwater management supplement form(s) listed below must be submitted for each BMP specified
for this project. The forms are located on the 401 /wetlands unit website.
Bioretention Worksheet
Dry Detention Worksheet
Level Spreader Worksheet
Grassed Swale Worksheet
Extended Detention Wetland / Pocket Wetland Worksheet
Wet Detention Worksheet
9/2004 Version 1.0 Page 3 of 4

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the DWQ Central Office.
I. Please indicate that you have provided the following required information by initialing in the space provided
next to each item. initals
• Original and two copies of the Express Review Stormwater Management Application
• Signed and notarized Operation and Maintenance Agreement VtO
• Three copies of the applicable Supplement Form(s) for each BMP t'a
• Application processing fee (payable to NCDENR)
• Detailed narrative description of stormwater treatment/management
• Three copies of plans and specifications, including:
- Development/Project name
- Engineer and firm
- Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands and streams delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm):
Mailing Address:
City: State: Zip:
Phone: ( ) Fax: ( )
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2)
certify that the information included on this application form is, to the best of my knowledge, correct and that the project
will be constructed in conformance with the approved plans, that the required deed restrictions and protective covenants
will be recorded, and that the proposed project complies with the requirements of 15A NCAC 2H .1000

Kevin D. Bennett
Vice President
Date:
9/2004 Version 1.0 Page 4 of 4
DWQ Project
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET) WETLAND WORKSHEET
1. PROJECT INFOEMATION (please complete the following information):
q r.,
Project Name : WS. S - C _
L.K%fta a C.
Contact Person: vyy 5 vK*A s%O S Phone Number:
For projects with multiple basins, specify which basin this worksheet applies to: -, &J 6 t
Permanent Pool Elevation ft. (elevation of the orifice invert out)
Temporary Pool Elevation ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area -t I Z? 3 sq. ft.
Drainage Area 0 3 . ac.
Impervious Area l4 5 ac.
Forebay Surface Area Z $o sq, ft.
Marsh 0"-9" Surface Area 'i sq. ft.
Marsh 9"-18" Surface Area 1?-S sq. ft.
Micro Pool Surface Area zap. O sq. ft.
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 15%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 351/o)*
(at permanent pool elevation approximately 15%)*
Temporary Pool Volume (2) 0 4Lk S cu. ft.
SA/DA used Z . (p3
Diameter of Orifice in
II. REQUIRED ITEMS CHECKLIST
(volume detained on top of the permanent pool)
(surface area to drainage area ratio)*
(draw down orifice diameter)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
-zo The temporary pool controls runoff from the 1 inch rain.
9615 The basin side slopes are no steeper than 3:1.
V-51T S A planting plan for the marsh areas with plant species and densities is provided.
?A"% Vegetation above the permanent pool elevation is specified.
15's An emergency drain is provided to drain the basin.
WTS The temporary pool draws down in 2 to 5 days.
F3's Sediment storage is provided in the permanent pool.
e' A sediment disposal area is provided.
r_ Access is provided for maintenance.
SAS A site specific, signed and notarized operation and maintenance agreement is provided.
1S The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
V?, Vs Plan details for the wetland are provided.
R5 Plan details for the inlet and outlet are provided.
?>Ti > A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http://h2o.ehnr.state.nc.us/ncwegandsloandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35%TSS - See pp. 19 and 20 of the NC DENR
Stommwater BMP Manual, April 1999.10% open water, 50% high marsh, 40% low marsh.
DWQ Project No.
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET) WETLAND WORKSHEET
1. PROJECT
Project Name :
TION (please complete the follow``in??
information):
q
u3fc.S - Contact Person: ?ovc7 Wb%. +.1191) Phone Number. f s LJd fo'ZZ - 34-Z-V
For projects with multiple basins, specify which basin this worksheet applies to: 53P %-a a z
Permanent Pool Elevation ((A (! ft. (elevation of the orifice invert out)
Temporary Pool Elevation _(6'1 b ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area (q t '6010 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 14-3 ac. (on-site and off-site drainage to the basin)
Impervious Area 10.1 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area Zags sq, ft. (at permanent pool elevation approximately 15%)*
Marsh 0°-9° Surface Area (a -1 SS sq. ft. (at permanent pool elevation approximately 35%a)*
Marsh 9'-18" Surface Area
Micro Pool Surface Area 7 sq. ft.
Z
ft (at permanent pool elevation approximately 35%)*
t
*
sq.
. (a
permanent pool elevation approximately 15%)
Temporary Pool Volume to?& 95-0 cu, ft. (volume detained on top of the permanent pool)
SAIDA used Z • ?J? (surface area to drainage area ratio)*
Diameter of Orifice in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A planting plan for the marsh areas with plant species and densities is provided.
Vegetation above the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The temporary pool draws down in 2 to 5 days.
Sediment storage is provided in the permanent pool.
A sediment disposal area is provided.
Access is provided for maintenance.
A site specific, signed and notarized operation and maintenance agreement is provided.
The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
Plan details for the wetland are provided.
Plan details for the inlet and outlet are provided.
A, A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http://h2o.ehnr.state.nc.uslncwetiandsloandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh.
r-;
Epp O CO- lolp
POND MAINTENANCE REQUIREMENTS
Project Name: Lowe's - Belmont, NC.
Permittee: Lowe's Home Centers, Inc.
Address : REEC Dock, 1605 Curtis Bridge Rd, Wilkesboro, NC 28697
Phone No. 336-658-4000
I. Monthly, or after every runoff producing rainfall event, whichever comes first:
A. Inspect the trash rack; remove accumulated debris, repair / replace if it is not
functioning.
B. Inspect and clear the orifice of any obstructions. If a pump is used as the
drawdown mechanism, pump operation will be checked. A log of test runs of the
pump will be kept on site and made available to DWQ personnel upon request.
C. Inspect the pond side slopes and grassed inlet swales; remove trash, and repair
eroded areas before the next rainfall event.
D. If the pond is operated with a vegetated filter, the filter will be checked for
sediment accumulation, trash accumulation, erosion and proper operation of the
flow spreader mechanism. Repairs/cleaning will be done as necessary.
II. Quarterly (Four times a year):
A. Inspect the collection system (i.e. catch basins, piping, grassed swales) for proper
functioning. Accumulated trash will be cleaned from the basin grates, basin
bottoms, and piping will be checked for obstructions and cleared as required.
B. Pond inlets will be checked for undercutting. Riprap or other energy dissipation
structures will be replaced, and broken pipes will be repaired.
III. Semi-annually (twice a year):
A. Accumulated sediment from the bottom of the outlet structure will be removed.
B. The forebay depth will be checked at various points. Sediment removal is
required when the depth is reduced to 75% of the original forebay design depth of
4.0 feet for the pond.
C. Grassed swales, including the vegetated filter if applicable, will be re-seeded
twice a year as necessary.

POND MAINTENANCE REQUIREMENTS
PAGE 2
-- - -----------------------------------------------
IV. Annually (Once a year):
A. The pond depth will be checked at various points. Sediment removal is required
when the depth is reduced to 75% of the original design depth or 3 feet,
whichever is greater. The design depth for the pond is 4.0 feet, therefore the 3.00
foot minimum would VTly. The depth is measured vertically from the orifice
down to the pond's bottom. Sediment must be removed to at least the original
design depth.
V. General:
A. Mowing of the side slopes will be accomplished according to the season.
Maximum grass height will be 6".
B. Cattails are encouraged along the perimeter, however they will be removed when
they cover more than %z the surface area of the pond. The best time to cut them is
at the end of the growing season, in November. Environmentally sensitive
chemicals for use in killing cattails can also be used. Contact your nearest
Agricultural Extension Agent.
C. The orifice is designed to draw down the pond in the 2-5 days. If drawdown is not
accomplished in that time, the orifice will be replaced with a larger or smaller
orifice. Slow drawdown may be attributed to a clogged system. The source of the
clogging will be found and eliminated.
D. All components of the detention pond systems (2) will be kept in good working
order. Repair or replacement components will meet the original design
specifications as per the approved stormwater plan. If previously approved
components are determined to be ineffective, the component must be redesigned
and/or replaced.
VI. Special Requirements:
I, Mir-c NAPLESS , hereby acknowledge that I am the financially
responsible party for maintenance of this detention pond. I will be responsible for the
performance of the maintenance as outlined above, as part of the Stormwater
Management Permit received for this project.
Signature: Date: 711Z-lb
VP - FNyINfERIiJy 3 CoNSTrue-non)

E- x.P o LP - 1 0 tp I
OFFICE USE ONLY
Date Received Fee Paid Permit Number(s)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality 401/ Wetlands Unit
EXPRESS REVIEW PROGRAM STORMWATER MANAGEMENT APPLICATION FORM
This form maybe photocopied for use as an original
1. GENERAL INFORMATION
1. Applicant's name (specify the name of the corporation, individual, etc. who owns the project):
6owe, 's 110,64 A 6o ' J?eLrS , -T" G
2. Owner/Signing Official's name and title (person legally responsible for facility and compliance):
3. Owner Mailing Address for person listed in item 2 above:
City: Gtli /k? orG State: NG Zip: Z 5?.9 7
Phone Number: (7,L?> )6 SIZ 1/4K??axNumber: ( ) Email Address: 4i?4y..-. %A/4!5'901 8te/buAfr?,
4+AM
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
5. Location of Project (street address):
City: County:.
6. Directions to project (from nearest major intersection):
os 4q k- e? 2:
7. Latitude: ] "` 1y Longitude: 9'' /? OZ ' Cps= a of project
8. Contact person who can answer questions about the project:
Name: Tn-S1:,,q AAr-) t Telephone Number: 6.7
Fax Number : Email Address : ; b /3it S 47 G . 60,--
ii. PERMIT INFORMATION:
1. Specify whether project is (check one): New Renewal Modification
912004 Version 1.0 Page 1 of 4 u" JUL. 4 "N06
i
W,'R f1'.fit;t Y
tWTLAI:JlS STORkT ?<:{ri ri BWr ,C; l
E Y-Q o co - 1 b b ?
STORM WATER MANAGEMENT
REPORT & CALCULATIONS
FOR
LOWES OF BELMONT, NC
BELMONT, NORTH CAROLINA
REVISED SUBMITTAL
07/13/06
. ?y
SEAL
10W5 b
V,tFIE?¢•'.• O O
hw`•e•• C i `?
FREELAND & KAUFFMAN, INC.
ENGINEERS - LANDSCAPE ARCHITECTS
209 WEST STONE AVE.
GREENVILLE, SOUTH CAROLINA 29609
?.?;'?
i : , dLJ
JUIL
-71
WEI

Lowe's
Caldwell Farm Road & I-85
Belmont, NC
Executive Summary
The site is currently an approximate 16-acre commercially zoned property. The site is currently vacant. The
property will be developed to contain Lowe's Home Improvement Center. Construction will include the building
areas, and accompanying parking and landscape areas.
One stormwater management pond will be located on the property to serve the Lowe's facility. In addition, the
existing stormwater facility for the adjacent Wal-Mart Supercenter will be reconfigured as part of this
development to allow for the construction of a parking area in the location of the existing Wal-Mart pond. The
Lowe's Pond (Basin #I) will be located in the northwest portion of the site. The Wal-Mart Pond (Basin #2) will
be located in the southern portion of the site. In accordance with the requirements of the Town of Belmont and
NCDENR, both ponds will be designed to treat and release the first 1 " from a water quality standpoint. In
addition, the ponds will limit the 10-yr and 100-yr discharge to predeveloped rates, in accordance with the Town
of Belmont standards.
The computer program Hydraflow Hydrographs will be used to generate hydrographs for each condition as
depicted on the area maps. This program is based on the SCS (TR-55) calculation method. TR-55 was used to
calculate the time of concentration for input into this program.
The pre-developed flows were calculated using TR 55 to generate the runoff number and time of concentration
for the flow areas. This information was input into the Hydraflow Hydrographs computer model to generate pre-
developed flows. The hydrographs for each can be found in Appendix A, but the flows are summarized below:
Predeveloped
Rainfall Event Area # 1
(cfs) Offsite'Area #I
(cfs) Combined Area
#1
(cfs) Area #2
(cfs)
1"Runoff N/A N/A N/A N/A
I Oyr. 18.85 5.78 20.08 44.46
100 yr. 39.26 9.68 41.79 72.94
Development of the site will increase the runoff due to the increase in impervious area. Also, the time of
concentration will be decreased as a result of this development. Again, TR55 was utilized to determine the
runoff number and time of concentration for the contributing flow areas. The hydrographs can be found in
Appendix B.
The allowable discharge from Basin #1 is a combination of the predeveloped Area #1 and the Offsite Area #1.
This hydrographs were combined to develop the combined hydrograph. In this analysis, it is assumed that the
entire area # 1 drains to point A. As this is not truly correct, the areas 1 A and 1 B combine a few hundred feet
downstream from this point, on property owned by the Abbey, so that this assumption is considered valid. The
calculations for Area #2 closely model the original calculations for the original design of Basin #2 for the Wal-
Mart Supercenter. The same Cn value and time of concentration was utilized to maintain consistency. The only
revision was the reduction of 0.2 acres that now will be directed to the Basin # 1.
Developed
Rainfall Event: - Area #1
(cfs) Area #2
(cfs)
III N/A N/A
IOyr. 83.24 88.04
100 yr. 120.74 124.53
The pond will be sized to limit the discharge of the 10 yr, and 100 yr storms to pre-developed rates. In addition,
the water quality benefits of an extended wetland detention will be utilized to provide treatment for the first 1 ".
Again, the computer program Hydraflow Hydrographs was used to model the proposed pond. The hydrographs
can be found in Appendix C, but the following tables summarize the results:
Developed Pond Discharge
Basin #1
POND Stage Storage Volume Allowable
Release Actual Release
1" 672.69 35,206 0.23 0.20
10 yr. 675.36 101,147 20.08 12.33
100 yr. 676.98 147,756 41.79 25.78
Basin #2
POND Stage Storage'Volume Allowable
Release Actual Release
111 671.78 35,947 0.22 0.21
10 yr. 674.61 101,146 44.46 36.62
100 yr. 675.63 128,783 72.94 62.83
As can be seen in the above table, the post-developed discharge is equal or below the pre-developed for the 10
yr, and 100 yr storms. Also, the 1" has been controlled in both basins to be released over a period of 2 - 5
days.

Existing Conditions:
. The drainage area for the site consists of two separate areas (See Pre-developed Drainage Area Map). Area 1 A
. drains to the west to the existing drainage ditch. Area 1 B drains to the south toward Caldwell Farm Road. Since
Areas 1 A and 1 B combine within a few hundred feet of the site boundary, it will be analyzed as one drainage area
(Area #11). The soil type for this area is Type B according to the Soil Conservation Survey.
In addition to Area #1, a small amount of offsite water will be directed to the site from the adjacent Interstate 85.
This area is Offsite Area #1 and consists of Type B Soils.
The drainage area for the reconfiguration of the Wal-Mart Pond (Basin #2) was taken from the approved
stormwater report previously done by Freeland and Kauffman. The only deviation was the subtraction of 0.2
acres of drainage area that will not be directed to Basin # 1.
Area 1 is 13.8 acres of woods/grass combination in fair conditiion. Per the TR-55 Method, a curve number of 65
was determined. The time of concentration was derived from 100' of sheet flow at 9.0%, 65' of shallow
concentrated flow 93.0%, 310' of open channel flow at 2.5% and 355' of open channel flow at 0.8% to Point A.
This yields a time of concentration of 17 minutes.
Area 1 (13.8 ac.)
Woods/Grass Combo (Fair)
A.=. 13.8 ac
CN = 65
Offsite Area #I is 1.00 acres of landscaped area in good condition and 0.50 acres of asphalt. Per the TR-55
Method, a curve number of 73 was determined. The time of concentration was derived from 30' of sheet flow at
2.0% and 825' of shallow concentrated flow at 2.5%. This yields a time of concentration of 6 minutes.
Offsite Area 1 (1.50 ac.)
Landscaped Area Impervious Area
Good condition A = 0.50 ac
A =1.0 ac
CN=61 CN=98
CN=73
As stated Area 2 was derived from the previously approved Wal-Mart Supercenter Report by Freeland and
Kauffman. The input data is summarized below.
Area = 13.9 acres Cn = 76 Tc = 16.5 minutes
Developed Conditions:
• In the developed condition, all of the Lowe's site + 0.2 acres from Wal-Mart will be directed to Basin # 1. The
• developed condition for Wal-Mart will be in accordance with the Wal-Mart drainage study by Freeland and
Kauffman - 0.2 acres now directed to Basin # 1.
Runoff Calculations for Developed Condition to Pond:
Area #1
Runoff Curve Number

Paved parking lots, Open space, good condition,
roofs, and driveways grass cover> 75%
A= 10.5 ac - A=3.3 ac
CN=98 CN=61
0
The total developed area is 13.8 acres and the weighted CN value is 89 (see TR-55 calculations for post-
s developed condition).
Time of Concentration
1 100 ft. sheet flow @ 2.0% 1 188 ft. shallow conc. @ 11515 ft. open channel flow I
• Paved Surface 3.0%, paved @ 4 fps
• Total Tc = 6 min
Area #2
• Again, Area #2 matches the Wal-Mart report - 0.2acres. The input data is summarized below.
Area: 14.3 ac. Cn: 93 Tc: 8.2 min
POND SIZING AND ROUTING
Both ponds will be extended wetland detention facilities. Basin #1 will have a bottom elevation of 667.00, a
r
permanent pool elevation of 67 1.00, and a top elevation of 678.50. This gives a total volume of 180,115 cubic
feet. The Stage/Discharge and Stage/Storage charts are included in this report. Once the pond volume is
known, an outlet structure must be designed to limit outflow from the pond to a pre-determined amount. The
outlet structure is designed to limit flow of the 10-year and. 100-year storm events to be released at pre-
developed rates. In addition, the outlet will be designed to discharge the first 1" runoff within 2 - 5 days.
The outlet structure will consist of an outlet structure being placed with a series of release points at various
elevations. The first 1 " runoff will be released through an orifice at the top of the permanent pool elevation (el.
671.00), while all other storm events will be released through a weir at the el. 673.00. The outlets will be sized
as follows:
Orifice Equation - 0 = 0.6A 2gH
Weir Equation - 0 = 3.33LH312
From these equations it is determined that a 2.5-inch diameter orifice at elevation 671.00 will release the first 1"
runoff. The 10 and 100-year storms will be passed through a 1' weir at elevation (673.00).
A 5'x 5' concrete riser will extend to elevation 677.50. All release from the orifice, slot, and riser will be released
through a 36-inch outlet pipe. At each stage the flow through the lower outlets (i.e. the release through the 2-yr
storm orifice during the 10-year storm, etc.) is subtracted from the allowable to determine the required size of
the next outlet. Refer to the hydrographs for reservoir routing showing storage elevations, release rates, etc.
The results are as follows:
Basin #1
POND Stage Storage Volume Allowable
Release Actual Release
672.69 35,206 0.23 0.20
10 yr. 675.36 101,147 20.08 12.33
100 yr. 676.98 147,756 41.79 25.78
Basin #2 will have a bottom elevation of 666.00, a permanent pool elevation of 670.00, and a top elevation of
676.50. This gives a total volume of 138,950 cubic feet. The Stage/Discharge and Stage/Storage charts are
included in this report. Once the pond volume is known, an outlet structure must be designed to limit outflow
from the pond to a pre-determined amount. The outlet structure is designed to limit flow of the 10-year and 100-
year storm events to be released at pre-developed rates. In addition, the outlet will be designed to discharge the
first 1" runoff within 2 - 5 days
The outlet structure will consist of an outlet structure being placed with a series of release points at various
elevations. The first 1" runoff will be released through an orifice at the top of the permanent pool elevation (el.
670.00), while all other storm events will be released through a weir at the el. 672.00.
It is determined that a 2.5-inch diameter orifice at elevation 670.00 will release the first 1" runoff. The 10 and
100-year storms will be passed through a 3' weir at elevation (672.00).

A 5'x 5' concrete riser will extend to elevation 675.00. All release from the orifice, slot, and riser will be released
through a 36-inch outlet pipe. At each stage the flow through the lower outlets (i.e. the release through the 2-yr
. storm orifice during the 10-year storm, etc.) is subtracted from the allowable to determine the required size of
the next outlet. Refer to the hydrographs for reservoir routing showing storage elevations, release rates, etc.
The results are as follows:
• Basin #2
POND Stage Storage Volume Allowable
Release Actual Release
1" 671.78 35,947 0.22 0.21
10 yr. 674.61 101,146 44.46 36.62
100 yr. 675.63 128,783 72.94 62.83
As can be seen in the above table, the post-developed discharge is equal or below the pre-developed for the 10
yr, and 100 yr storms. Also, the 1" has been controlled in both basins to be released over a period of 2 - 5
days.
• Both basins have been designed as extended wetland detention ponds per the NCDENR manual. Minimum
surface areas have been met and the areas designed to provide approximately 15% area for the forebay, 35% area
for the 0" -9" areas, 35% area for the 9" - 18" areas, and 15% area for the Micropool. Calculations for each
basin can be found in Appendix C.
Erosion & Sediment Control
The following is the report of the sediment and erosion control devices to be used on this project. The erosion
will be controlled via a series of temporary diversion ditches, temporary sediment basins, inlet protection, silt
fence, and a stone construction entrance. These items will be implemented per the NCDENR Erosion and
Sediment Control Planning and Design Manual requirements and maintained on a regular basis to insure their
proper operation. We will also provide all calculations for the sediment basin and traps.
The site to be graded will consist of approximately 20.0 acres. The site is currently vacant with a mix of
vegetation. A majority of the site has been logged within the last 2 years. In its graded condition the site will
drain from the north to the south and then piped to a basin on the west side. The extended wetland detention
pond will also serve as a sediment basin during construction. Diversion ditches will be installed to direct runoff
into the pond during construction. Silt fence will be used in areas with less than 1 acre of disturbance that
cannot be directed to either the temporary sediment pond or the either one of the sediment traps. In the interim,
the remaining areas, which cannot be incorporated to the pond, will be directed towards silt fence. These areas
are small and consist mainly of the fill slopes for the stormwater basins and the sediment traps.
When the stormwater system is installed, inlet protection will be installed at each catch basin to collect sediment.
Sediment Basin Calculations:
The on-site detention pond will also serve as a sediment basin during construction. The pond is sized to handle
the majority of the runoff in the developed condition. Based on the NC Erosion Control Handbook the basin
should be sized to handle sediment at a rate of 1800 cubic feet (c.f.) per disturbed acre per year.
From the Soil Conservation Service Soil Survey the soil types on site consist mainly of clayey soils. From the
chart provide by NCDENR (fig. 6.61) and based on a surface area to peak discharge ratio of 0.0 1, the efficiency
should be 75%. For loamy sand the efficiency is 85%. In both cases this meets the state requirements.
4
*FREELAND and KAUFFMAN, INC.
4ENG/NEEKS • LwDSG4PE ARLHrmcrs
0209WestStoneAvenue OC
Greenville, South Carolina 29609 Job Job No.
Telephone [phone]
9 Fax L364-233-8915 Computed by
Checked By_
R?FEiZEN ? E Calculation For. :?P c ?o.a?.'Z o s 5 I
Date

Date
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WinTR-55 Current Data Description
--- Identification Data ---
User: Date: 6/20/2006
Project: LOWES Units: English
SubTitle: BELMONT Areal Units: Acres
State: North Carolina
County: Gaston
Filename: P:\TSimmons\Dwg\Proj\LOWES\Belmont NC\STORMWATER CALC\PREDEVELOPED AREA 1.w55
•
• --- Sub-Area Data ---

Name

-
-
----RCN
--

-----
• PREDEVELOP Outlet 13.8 65 0.285
Offsite Outlet 1.5 73 0.100
•
Total area: 15.30 (ac)
•
•
--- Storm Data --

Rainfall Depth by Rainfall Return Period
•
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr

•
---(in)----
----
---- (in)--------
----
(in)-------- (in)-------
---- ----
- (in)-------
----
- (in)----
----
---- (in)-
----
i 3.5 4.4 5.0 5.5 6.5 6.9 3.0
•
Storm Data Source: Gaston County, NC (NRCS)
• Rainfall Di stribution Type: Type II
Dimensionle ss Unit Hydrograph: <standard>
i
•
•
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•
WinTR-55, Version 1.00.00 Page 1 6/20/2006 3:28:55 PM
•
•
•
•
• Hydrograph Plot

• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 1
• Area #1 (Predeveloped)
• Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
• Drainage area = 13.80 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 1.50 in
• Storm duration = 24 hrs

•
•
•
•
•
• Q (cfs)
A AA
1
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 0.01 cfs
Time interval = 2 min
Curve number = 60
Hydraulic length = 0 ft
Time of conc. (Tc) = 17 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 204 cult
Area #1 (Predeveloped)
Hyd. No. 1 -1 Yr
• --- 0 2 5 7
Hyd No. 1
9 12 14 16 19 21
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
23 26
Time (hrs)
0
0 Hydrograph Plot

Hydraflow Hydrographs by Intelisolve
r Hyd. No. 1
Area #1 (Predeve loped)
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 13.80 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.00 in
Storm duration = 24 hrs
10
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 18.85 cfs
Time interval = 2 min
Curve number = 60
Hydraulic length = 0 ft
Time of conc. (Tc) = 17 min
Distribution = Type II
Shape factor = 484
Area #1 (Predeveloped)
Q (cfs)
Hyd. No. 1 -10 Yr
i 21.00
18.00
15.00
. 12.00
9.00
r
. 6.00
3.00
0 00
Hydrograph Volume = 65,176 cult
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
i 0 2 5 7
Hyd No. 1
Fill
r
0.00
9 12 14 16 19 21 23 26
Time (hrs)

• Hydrograph Plot

. Hydraflow Hydrographs by Intelisolve
! Hyd. No. 1
Area #1 (Predeveloped)
• Hydrograph type = SCS Runoff
# Storm frequency = 100 yrs
Drainage area = 13.80 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 6.90 in
* Storm duration = 24 hrs
19
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 39.26 cfs
Time interval = 2 min
Curve number = 60
Hydraulic length = 0 ft
Time of conc. (Tc) = 17 min
Distribution = Type II
Shape factor = 484
•
• Q (cfs)
AML A^ f1 f1
Hydrograph Volume = 126,891 cult
Area #1 (Predeveloped)
Hyd. No. 1 -100 Yr
Q (cfs)
40.00
0 2 5 7
•
Hyd No. 1
30.00
20.00
10.00
-L ? 0.00
9 12 14 16 19 21 23 26
Time (hrs)
Hydrograph Plot
Hydratlow Hydrographs by Intelisolve
Hyd. No. 2
Offsite (Predeveloped)
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 1.50 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 1.50 in
Storm duration = 24 hrs
2
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 0.19 cfs
Time interval = 2 min
Curve number = 73
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
•
i
• Q (cfs)
? n cn
Offsite (Predeveloped)
Hyd. No. 2 -1 Yr
. 0 2 5 7
Hyd No. 2
9 12 14 16 19 21 23
Hydrograph Volume = 660 cuft
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
26
Time (hrs)

11
Hydrograph Plot

Hydraflow Hydrographs by Intelisolve Tuesday, Jun 20 2006, 3:30 PM
Hyd. No. 2
Offsite (Predevelop ed)
• Hydrograph type = SCS Runoff Peak discharge = 5.78 cfs
Storm frequency = 10 yrs Time interval = 2 min
Drainage area = 1.50 ac Curve number = 73
Basin Slope = 0.0% Hydraulic length = 0 ft
• Tc method = USER Time of conc. (Tc) = 6 min
Total precip. = 5.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484

Hydrograph Volume = 11,641 cult
•

•
• Offsite (Predeveloped)
• Q (cfs) Hyd. No. 2 -10 Yr Q (cfs)

6.00 6.00
•
5.00 5.00
•
4.00 4.00
3.00 3.00
•
2.00 2.00
1.00 1.00
0.00 0.00
• 0 2 5 7 9 12 14 16 19 21 23 26
Hyd No. 2 Time (hrs)
•
•
0
• Hydrograph Plot
• Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Offsite (Predeveloped)
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 1.50 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.90 in
Storm duration = 24 hrs
20
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 9.68 cfs
Time interval = 2 min
Curve number = 73
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
•
Offsite (Predeveloped)
Q (cfs)
? Hyd. No. 2 -100 Yr
10.00
• 8.00
6.00
• 4.00
2.00
0 00
Hydrograph Volume = 19,649 cult
• 0.0' 2.3 4.7 7.0
Hyd No. 2
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00
9.3 11.7 14.0 16.3 18.7 21.0 23.3
Time (hrs)
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intellsolve
• Hyd. No. 4
Total Predeveloped to Basin #1
• Hydrograph type = Combine
• Storm frequency = 1 yrs
• Inflow hyds. = 1, 2
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 0.19 cfs
Time interval = 2 min
•
•
•
•
•
•
• Q (cfs)
AM A Cf%
Hydrograph Volume = 864 cult
Total Predeveloped to Basin #1
Hyd. No. 4 -1 Yr
vvv 0 2 5 7 9
Hyd No. 4 Hyd No. 1
12
14 16
- Hyd No. 2
19 21 23
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
26
Time (hrs)
3
•
• Hydrograph Plot
• Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
• Total Predeveloped to Basin #1
• Hydrograph type = Combine
• Storm frequency = 10 yrs
• Inflow hyds. = 1, 2
12
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 20.08 cfs
Time interval = 2 min
•
•
•
•
•
•
• Q (cfs)
• 21.00
•
. 18.00
15.00
. 12.00
9.00
6.00
• 3.00
0 00
Total Predeveloped to Basin #1
Hyd. No. 4 -10 Yr
Hydrograph Volume = 76,817 cult
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
. 0 2 5 7 9 12 14 16 19 21 23 26
Time (hrs)
Hyd No. 4 Hyd No. 1 Hyd No. 2

Hydrograph Plot

• Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Total Predeveloped to Basin #1
Hydrograph type = Combine
Storm frequency = 100 yrs
Inflow hyds. = 1, 2
21
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 41.79 cfs
Time interval = 2 min
s
Q (cfs)
50.00
r
• 40.00
30.00
r _
r
. 20.00
r - -
10.00
i -
n nn
Hydrograph Volume = 146,540 cult
Total Predeveloped to Basin #1
Hyd. No. 4 -100 Yr
Q (cfs)
50.00
i 0 2 5 7
Hyd No. 4
r
i
40.00
30.00
20.00
10.00
0.00
9 12 14 16 19 21 23 26
Time (hrs)
Hyd No. 1 Hyd No. 2
• Hydrograph Plot
a
Hydraflow Hydrographs by Intellsolve
Hyd. No. 14
Area #2 (Predeveloped WM)
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 13.90 ac
Basin Slope = 0.0%
a Tc method = USER
Total precip. = 1.50 in
Storm duration = 24 hrs

r

0 Area #2 (Predeveloped WM)
0 Q (cfs) Hyd. No. 14 -1 Yr
3.00
•
•
•
•
•
2.00
•
r
r
0
0
1.00
a 0 00
Hydrograph Volume= 9,211 cuft
Q (cfs)
3.00
2.00
1.00
. 0 2 5 7 9
Hyd No. 14
7
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 2.08 cfs
Time interval = 2 min
Curve number = 76
Hydraulic length = 0 ft
Time of conc. (Tc) = 16.5 min
Distribution = Type II
Shape factor = 484
III ? I J
12 14 16 19 21
' ` ' 0.00
23 26
Time (hrs)
Hydrograph Plot
. Hydraflow Hydrographs by Intelisolve
Hyd. No. 14
Area #2 (Predeveloped WM)
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
. Drainage area = 13.90 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.00 in
. Storm duration = 24 hrs

. Q (cfs)

16
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 44.46 cfs
Time interval = 2 min
Curve number = 76
Hydraulic length = 0 ft
Time of conc. (Tc) = 16.5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 124,736 cuff
Area #2 (Predeveloped WM)
Hyd. No. 14 -10 Yr
Q (cfs)
50.00
40.00
30.00
20.00
10.00
. 0 2 5 7
Hyd No. 14
I I I I I --- -T---II 1 0.00
9 12 14 16 19 21 23 26
Time (hrs)
•
• Hydrograph Plot

• Hydraflow Hydrographs by In telisolve
Hyd. No. 14
• Area #2 (Predeveloped WM)
• Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 13.90 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 6.90 in
• Storm duration = 24 hrs
•
•
•
•
•
• Q (cfs)

80.00
•
70.00
•
60.00
•
•
• 50.00
•
40.00
•
30.00
•
20.00
•
•
. 10.00
0 00
25
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 72.94 cfs
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Hydrogra
= 2 min
= 76
= Oft
= 16.5 min
= Type II
= 484
ph Volume = 205,069 cult
Area #2 (Predeveloped WM)
Hyd. No. 14 -100 Yr Q (cfs)
. 0 2 5 7
Hyd No. 14
•
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
9 12 14 16 19 21 23 26
Time (hrs)
! FREELAND and KAUFFMAN, INC.
0 ENGINEERS • L.wDSCAPEARcN?EcrS - -
• 209 West Stone Avenue
Greenville, South Carolina 29609 JOb Job NO.
• Telephone [phone] Computed 13y
• Fax [phone]
Checked By
. RFEIZENCE Calculation For.??P? t o Discipline:

..
Aa-C---A 13 . C- ` `
Can . ? , C) «Q

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C? gq
-TZ S

.¢.FPS_ _
( t-- k,.?

Date
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WinTR-55 Current Data Description
--- Identification Data ---
User: Date: 7/13/2006
Project: LOWES Units: English
SubTitle: BELMONT Areal Units: Acres
State: North Carolina
County: Gaston
Filename: P:\TSimmons\Dwg\Proj\LOWES\Belmont NC\STORMWATER CALC\DEVELOPED AREA 1.w55
--- Sub-Area Data
Name Description Reach Area(ac) RCN Tc
------------------------------------------------------------------------------
DEVELOPED Outlet 13.8 89 0.100
Total area: 13.80 (ac)
--- Storm Data --
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
3.5 4.4 5.0 5.5 6.5 6.9 3.0
Storm Data Source: Gaston County, NC (NRCS)
Rainfall Distribution Type: Type II
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.00 Page 1
7/13/2006 2:12:28 PM
• Hydrograph Plot
• Hydraflow Hydrographs by Intelisolve
+ Hyd. No. 6
Area #1 (Developed)
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 13.80 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 1.85 in
Storm duration = 24 hrs

Q (cfs)

24.00
20.00
16.00
•
12.00
8.00
4.00
0.00
1
Thursday, Jul 13 2006, 2:40 PM
Peak discharge = 21.05 cfs
Time interval = 2 min
Curve number = 89
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 42,500 cult
Area #1 (Developed)
Hyd. No. 6 -1 Yr
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
. 0 2 5 7
Hyd No. 6
0.00
9 12 14 16 19 21 23 26
Time (hrs)
Hydrograph Plot
e--
. Hydraflow Hydrographs by Intelisolve
Hyd. No. 6
Area #1 (Developed)
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 13.80 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.00 in
. Storm duration = 24 hrs

Q (cfs)

r 90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
3
Thursday, Jul 13 2006, 2:40 PM
Peak discharge = 83.24 cfs
Time interval = 2 min
Curve number = 89
Hydraulic length = 0 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 177,142 cult
Area #1 (Developed)
Hyd. No. 6 -10 Yr Q (cfs)
0.0 2.0 4.0 6.0
Hyd No. 6
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
- - - - - - - 10.00
0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)

• Hydrograph Plot s

• Hydraflow Hydrographs by Intelisolve Thursday, Jul 13 2006, 2:40 PM
Hyd. No. 6
Area #1 (Developed)
Hydrograph type = SCS Runoff Peak discharge = 120.74 cfs
Storm frequency = 100 yrs Time interval = 2 min
Drainage area = 13.80 ac Curve number = 89
• Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 6 min
Total precip. = 6.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484

Hydrograph Volume = 263,486 cult

Area #1 (Developed)
Q (cfs) Hyd. No. 6 -100 Yr Q (cfs)

140.00 140.00
• 120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
? 20.00 - -- - - - - 20.00
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
Time (hrs)
? Hyd No. 6
•
• Hydrograph Plot 2
• Hydraflow Hydrographs by Intelisolve Thursday, Jul 13 2006, 2:40 PM
Hyd. No. 8
• Total Developed to Basin #1
• Hydrograph type = Combine Peak discharge = 21.52 cfs
• Storm frequency = 1 yrs Time interval = 2 min
Inflow hyds. = 2, 6
•
Hydrograph Volume = 43,809 cuft
•
•
•
•
•
•
• Total Developed to Basin #1
• Q (cfs) Hyd. No. 8 -1 Yr Q (cfs)
24.00
•
•
• 20.00
•
•
• 16.00
•
•
12.00
•
•
8.00
•
•
• 4.00
•
•
• 0.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
• 0 2 5 7 9 12 14 16 19 21 23 26
• Hyd No. 8 Hyd No. 2 Hyd No. 6 Time (hrs)
•
•
•
• Hydrograph Plot
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 8
Total Developed to Basin #1
• Hydrograph type = Combine
• Storm frequency = 10 yrs
• Inflow hyds. = 2, 6
•
•
•
•
•
•
•
Thursday, Jul 13 2006, 2:40 PM
Peak discharge = 89.01 cfs
Time interval = 2 min
Hydrograph Volume = 188,783 cult
• Total Developed to Basin #1
• Q (cfs) Hyd. No. 8 -10 Yr Q (cfs)
• 90.00
•
80.00
•
• 70.00
•
60.00
•
50.00
•
40.00
•
30.00
20.00
•
10.00
•
0 00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
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. 8 Hyd No. 2 Hyd No. 6 Time (hrs)
•
•
•
4
6
e Hydrograph Plot
. Hydraflow Hydrographs by Intelisolve Thursday, Jul 13 2006, 2:40 PM
Hyd. No. 8
Total Developed to Basin #1
Hydrograph type = Combine Peak discharge = 130.42 cfs
0 Storm frequency = 100 yrs Time interval = 2 min
Inflow hyds. = 2, 6
• Hydrograph Volume = 283,135 cuft
Total Developed to Basin #1
Q (cfs
? ) Hyd. No. 8 -100 Yr Q (cfs)
140.00 140.00
• 120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 - - - -
• 20.00
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
Time (hrs)
? Hyd No. 8 Hyd No. 2 Hyd No. 6

Hydrograph Plot

. Hydraflow Hydrographs by Intelisolve
Hyd. No. 16
Area #2 (Developed)
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 14.30 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 1.50 in
S Storm duration = 24 hrs

Q (cfs)

21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
8
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 19.58 cfs
Time interval = 2 min
Curve number = 93
Hydraulic length = 0 ft
Time of conc. (Tc) = 8 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 44,968 cuft
Area #2 (Developed)
Hyd. No. 16 -1 Yr
Q (cfs)
21.00
0 2 5 7
Hyd No. 16
18.00
15.00
12.00
9.00
6.00
3.00
?- ' 0.00
9 12 14 16 19 21 23 26
Time (hrs)
• Hydrograph Plot

Hydraflow Hydrographs by Intelisolve
Hyd. No. 16
Area #2 (Developed)
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 14.30 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 5.00 in
Storm duration = 24 hrs
17
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 88.04 cfs
Time interval = 2 min
Curve number = 93
Hydraulic length = 0 ft
Time of conc. (Tc) = 8 min
Distribution = Type II
Shape factor = 484
•
Area #2 (Developed)
Q (cfs) Hyd. No. 16 -10 Yr
90.00
80.00
•
• 70.00
60.00
50.00
40.00
30.00
20.00
• 10.00
S 0 00
Hydrograph Volume = 217,909 cult
0.0 2.0 4.0 6.0
Hyd No. 16
•
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

•
Hydrograph
Plot 26
Hydraflow Hydrographs by Intelisolve Tuesday, Jun 20 2006, 3:30 PM
Hyd. No. 16
Area #2 (Developed)
Hydrograph type = SCS Runoff Peak discharge = 124.53 cfs
Storm frequency = 100 yrs Time interval = 2 min
Drainage area = 14.30 ac Curve number = 93
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 8 min
Total precip. = 6.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484

•
Hydrograph Volume = 315,206 cult

Area #2 (Developed)
• Q WS) Hyd. No. 16 -100 Yr Q (cfs)

140.00 140.00
• 120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
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 22.0
Hyd No. 16 Time (hrs)
•
vFREELAND a nd KAUFFMAN, INC.
ENGINEERS • L NDSCAPEARCH/TECTS _
• 209 West Stone Avenue
Greenville, South Carolina 29609 Job Job No. Date
Telephone [phone] Computed By
• Fax [phone]
Checked By Date

R FEREN E Calculation For 1, t?r?st-' u?c '? t-? ( as , •? ?l Discipline
! t
.
i f
_._ ' i V. Jl L\ 7

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• _. _ - ??, Sty= 19, Z? 3 x o. S . Zgia?,o h? r-
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.

:
E
1

f
- ?
T
1
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C

1 ,
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_.
._
• .. _. .... '. ._.. .... . t
.....
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.
f
heet ? '
0
*FREELAND and KAUFFMAN, INC.
.ENGINEERS • L 4mDSCAPEARCH/TECTS
.209 West Stone Avenue
Green-If- a Le- I: a296O9 Job QC- Job No.
Telephone [phone]
. Fax [phone]
. R FEIZENC Calculation For.
Computed By
Checked by _
Date

Q = 0? Z3 ci=S

0,09
Date
0
* FREELAND and KAUFFMAN, INC.
EN!i/NEERS • LANDSCAPE ARCHITECTS
209 West Stone Avenue
. Greenville, South Carolina 29609 Job
Job No.
Date
Telephone [phone]
. Computed by
Fax[phone] Checked By Date
r
.' R, FEIZEN E -Calculation For. ?Z.,?? • t?. ?? ' Discipline ?
i

D, L 1 G S : N? S. CSC ??.5 rIZED t Zee cL n `fa 1! f (a. s S t 7e t"S -J, S ...

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r
w

? 5Pr = I c?, ?, 3 3 ?r
? 1?Cs . f C?Z-C-A KAV.DL? O G°? (O-7O

of
0
*FREELAND and KAUFFMAN, INC.
• ENGINEERS i LANDSGIPE ARCHITECTS.- _
209 West Stone Avenue Job Job No,
Greenville South Carolina 29609
r Telephone,864233-5497
• Fax [phone]
Computed By
Checked By_
Date

r REFEPENgE Calculation For '? *3 y- ?"?) ` f Discipline:

V
i
S f
-'

i
-73

r_
Vu?. OI Z' x 0.7-3 Y 1¢ 3 x ? 3sc??

r

r_
. Q- m. LZ cFS _ 'n a9 c-Fs

r '

.-._

... _.- .. ._. ?.._.. r._....._ -.?..... ..._.... .. _..- .. .. .. _. ... _..? .. .. .._
4 I
{
._.
r _
, .

i '

._. i
.....
h t of
! 5 ee
Date (c l t o (?
3. General
r
. a. Basin shape should minimize dead storage areas and short circuiting. Length to width
ratios should be 3:1 or greater. (Barfield, et al., 1981, pp. 426-429; Florida DEP, 1982,
pg. 6-289).
b. If the basin is used as a sediment trap during construction, all sediment deposited during
construction must be removed before normal operation begins.
c-. Aquatic vegetation should be included for a wetland type detention basin (Maryland
DNR, March 1987; Schueler, 1987, Chapter 4 and 9). A minimum ten foot wide shallow
. sloped shelf is needed at the edge of the basin for safety and to provide appropriate
conditions for aquatic vegetation (Schueler, 1987). This shelf should be sloped 6:1 or
?. flatter and extend to a depth of 2 feet below the surface of the permanent pool (Shaver
. and Maxted, DNREC, 1994). A list of suitable wetland species and propagation
techniques are provided in Schueler (1987) and Maryland DNR (1987).
r
. d. An emergency drain (with a pipe sized to drain the pond in less than 24 hours) should be
installed in all ponds to allow.access for riser repairs and sediment removal (Schueler,
1987).
r .
Table 1.1 Surface Area to Drainage Area Ratio For Permanent Pool Sizing For 85% Pollutant
r Removal Efficiency in the Piedmont
r
r
r
r
r
r
r
r
r
r
rr
r
r
r
r
r
r
% Impervious
Cover 3.0 4.0. 5.0 6.0 7.0 8.0 9.0
10 0-49 043 0-35 026
0.79 0.70 0.59 0.51 0.46 0.44
30 1 08' 097 ()
7 -0-
64- 0
6
2
M 1.43 1.25. 1.05 .
0.90 .
-0.82 .
6
0.77 '
1.73 1.50 1.30 1.09 1.00 .0.92'
2.03 1.71 1.51 1.29. 1.18 1.10
70 2.88
2.40
2.07
1.79
1.54
1.35
1.26
80
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90 3174 3.10 2.66. 2.34 2.11 1.83 1.67
Notes: Numbers given in the body of the table are given in percentages.
. Coastal SA/DA- ratios can be obtained from the local DWQ Regional Office.
5
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
Basin #1 Routing
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 8
Reservoir name = Basin #1 (Lowe's)
Thursday, Jul 13 2006, 2:43 PM
Peak discharge = 0.20 cfs
Time interval = 2 min
Max. Elevation = 672.69 ft
Max. Storage = 35,206 cuft
Storage indication method used.
1
1
Q (cfs)
IN A f%f% '
Hydrograph Volume = 40,519 cult
Basin #1 Routing
Hyd. No. 10 -1 Yr
Q (cfs)
24.00
20.00
16.00
12.00
8.00

4.00
P 0.00 -' ' 0.00
' 0 10 19 29 39 48 58 68 77 87 97
Hyd No. 10 Hyd No. 8 Time (hrs)
1
Hydrograph Plot
r Hydraflow Hydrographs by Intelisolve
r Hyd. No. 10
r Basin #1 Routing
r Hydrograph type = Reservoir
r Storm frequency = 10 yrs
r Inflow hyd. No. = 8
Reservoir name = Basin #1 (Lowe's)
r
2
Thursday, Jul 13 2006, 2:43 PM
Peak discharge = 12.33 cfs
Time interval = 2 min
Max. Elevation = 675.36 ft
Max. Storage = 101,147 cuft
r Storage Indication method used.
r
r
r
r
r
Hydrograph Volume = 182,636 cult
r Basin #1 Routing
r Q (cfs) Hyd. No. 10 -10 Yr Q (cfs)
r 90.00
r
r 80.00
r
r 70.00
r
r 60.00
r
r 50.00
r
r 40.00
r
r 30.00
r
r 20.00
r
r 10.00
r
r 0.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
r 0 7 15 22 29 37 44 51 59 66 73 81
r Hyd No. 10 Hyd No. 8 Time (hrs)
r
r
r
•
• Hydrograph Plot
. Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
Basin #1 Routing
• Hydrograph type = Reservoir
Storm frequency = 100 yrs
. Inflow hyd. No. = 8
Reservoir name = Basin #1 (Lowe's)
. Storage indication method used.
3
Thursday, Jul 13 2006,2:43 PM
Peak discharge = 25.78 cfs
Time interval = 2 min
Max. Elevation = 676.98 ft
Max. Storage = 147,756 cuft
Hydrograph Volume = 276,807 cult
W Basin #1 Routing
Q (cfs) Hyd. No. 10 -100 Yr Q (cfs)
140.00
. 120.00
100.00
. 80.00
60.00
. 40.00
20.00
0.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 3 6 9 12 15 18 21 24 27 30
Hyd No. 10 Hyd No. 8 Time (hrs)

Hydrograph Plot

Hydraflow Hydrographs by Intelisolve Tuesday, Jun 20 2006, 3:30 PM
Hyd. No. 18
Basin #2 Routing
Hydrograph type = Reservoir Peak discharge = 0.21 cfs
Storm frequency = 1 yrs Time interval = 2 min
. Inflow hyd. No. = 16 Max. Elevation = 671.78 ft
Reservoir name = Basin #2(WM) Max. Storage = 35,947 cuft

. Storage Indication method used. Hydrograph Volume = 41,644 cuft

Basin #2 Routing
. Q (cfs) Hyd. No. 18 -1 Yr Q (cfs)

21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 10 19 29 39 48 58 68 77 87 97
Hyd No. 18 Hyd No. 16 Time (hrs)
9
•
• Hydrograph Plot
• Hydraflow Hydrographs by Intelisolve
Hyd. No. 18
• Basin #2 Routing
• Hydrograph type = Reservoir
• Storm frequency = 10 yrs
• Inflow hyd. No. = 16
• Reservoir name = Basin #2(WM)
18
Tuesday, Jun 20 2006, 3:30 PM
Peak discharge = 36.62 cfs
Time interval = 2 min
Max. Elevation = 674.61 ft
Max. Storage = 101,146 cuft
Storage indication method used.
•
•
•
•
•
Hydrograph Volume = 213,095 cuft
• Basin #2 Routing
• Q (cfs) Hyd. No. 18 --10 Yr Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
a 0 00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
. 0 3 5 8 11 13 16 19 21 24 27
Time (hrs)
Hyd No. 18 Hyd No. 16
Hydrograph Plot

1 Hydraflow Hydrographs by Intelisolve
/ Hyd No. 18
r Basin #2 Routing
/ Hydrograph type = Reservoir
/ Storm frequency = 100 yrs
r Inflow hyd. No. = 16
Reservoir name = Basin #2(WM)
r
r Storage Indication method used.
r
r
r
r
r
r Basin #2 Routing
r Q (cfs) Hyd. No. 18 -100 Yr
r 140.00
r
r 120.00
r
r
r 100.00
r
r
r 80.00
r
r 60.00
r
r
r 40.00
r
20.00:
r
r
IL 0 00
27
Tuesday, Jun 202006, 3:30 PM
Peak discharge = 62.83 cfs
Time interval = 2 min
Max. Elevation = 675.63 ft
Max. Storage = 128,783 cuft
Hydrograph Volume = 310,320 cult
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
r 0 2 5 7 9 12 14 16 19 21 23 26
r Hyd No. 18 Hyd No. 16 Time (hrs)
r
r
1
r
r
r_
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
Pond Report
Hydraflow Hydrographs by Intelisolve Tuesday, Jun 20 2006, 3:37 PM
Pond No. 1 - Basin #1 (Lowe's)
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage I Storage Table
Stage (ft) Elevation (ft)
0.00 671.00
1.00 672.00
2.00 673.00
3.00 674.00
4.00 675.00
5.00 676.00
6.00 677.00
7.00 678.00
Contour area (sgft)
19,213
20,973
22,780
24,650
26,580
28,575
30,600
32,700
Incr. Storage (cult)
0
20,093
21,877
23,715
25,615
27,578
29,588
31,650
Total storage (cuft)
0
20,093
41,970
65,685
91,300
118,877
148,465
180,115
Culvert I Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise (in) = 36.00 2.50 0.00 0.00 Crest Len (ft) = 1.00 12.00 0.00 0.00
Span (in) = 36.00 2.50 0.00 0.00 Crest El. (ft) = 673.00 677.50 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00
Invert El. (ft) = 671.00 671.00 0.00 0.00 Weir Type = Rect Rect - -
Length (ft) = 40.00 0.00 0.00 0.00 Multistage = Yes Yes No No
Slope (%) = 1.00 0.00 0.00 0.00
N-Value = .015 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes No No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: CulveNOrifice outflows have been analyzed under inlet and outlet control.
Stage I Storage I Discharge Table
Stage Storage Elevation CIv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exffl Total
ft cuft ft cfs cfs cis efs cfs cfs cfs cfs cfs cfs
0.00 0 671.00 0.00 0.00 - - 0.00 0.00 - - - 0.00
1.00 20,093 672.00 0.15 0.15 - - 0.00 0.00 - - - 0.15
2.00 41,970 673.00 0.23 0.22 - - 0.00 0.00 - - - 0.22
3.00 65,685 674.00 3.68 0.25 - - 3.33 0.00 - - - 3.58
4.00 91,300 675.00 9.77 0.27 - - 9.42 0.00 - - - 9.69
5.00 118,877 676.00 17.70 0.29 - - 17.30 0.00 - - - 17.59
6.00 148,465 677.00 26.00 0.29 - - 25.67 0.00 - - - 25.96
7.00 180,115 678.00 47.88 0.29 - - 33.46 14.13 - - - 47.88
Pond Report
Hydraflow Hydrographs by.lntelisolve Tuesday, Jun 20 2006,_3:38 PM
Pond No. 2 - Basin #2(WM)
' Pond Data
Pond storage is based on known contour areas. Average end area method used.

Stage I Storage Table
stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)

0.00 670.00
1.00 671.00 19,300
20,300 0
19,800 0
19,800
2.00 672.00 21,300 20,800 40,600
1 3.00 673.00 22,200 21,750 62,350
4.00 674.00
5.00 675.00 24,300
26,700 23,250
25,500 85,600
111,100
6.00 676.00 29,000 27,850 138,950

Culvert I Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise (in) = 36.00 2.50 0.00 0.00 Crest Len (ft) = 3.00 12.00 0.00 0.00
Span (in) = 36.00 2.50 0.00 0.00 Crest El. (ft) = 672.00 675.00 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00
Invert El. (ft) = 670.00 670.00 0.00 0.00 Weir Type = Rect Rect - -
Length (ft) = 60.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
' Slope (%) = 1.00 0.00 0.00 0.00
' N-Value = .013 .013 .013 .000
ONE Coeff. = 0.60 0.60 0.60 0.00
' Multistage = n/a Yes No No Exfiltration = 0 .000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage / Storage I Discharge Table
Stage Storage Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C
ft cuft ft cfs CfS cfs CfS CfS CfS CfS
0.00 0 670.00 0.00 0.00 - - 0.00 0.00 -
1.00 19,800 671.00 0.15 0.15 - - 0.00 0.00 -
2.00 40,600 672.00 0.23 0.22 - - 0.00 0.00 -
3.00 62,350 673.00 10.39 0.22 - - 9.99 0.00 -
4.00 85,600 674.00 27.64 0.21 - - 27.40 0.00 -
5.00 111,100 675.00 43.67 0.20 - - 43.47 0.00 -
6.00 138,950 676.00 68.99 0.10 - - 37.75 31.14 -
1
1
1
1
1
Wr D Ex£I Total
CfS CfS CfS
0.00
0.15
0.22
10.21
- - 27.61
43.66
- - 68.99
BELMONT (LOWE'S)
BELMONT, NC
7-Junes
STORM WATER POND VOLUME CALCULATIONS
EROSION CONTROL PHASE I
POND AT SOUTHWEST CORNER
STORAGE AREA IS APPROXIMATELY 9.5 AC X 18000F per AC- 17.1000F
INCREMENTAL INCREMENTAL
ELEVATION ELEV. DIFF. AREA (SF) AVG. AREA (SF) VOLUME (CF) VOLUME (CYD)
671 19,213.0
1 20,093.0 20,093.0 744.2
672 20,973.0
1 21,876.5 21,876.5 810.2
673 22,780.0
1 23,715.0 23,715.0 878.3
674 24,650.0
1 25,615.0 25,615.0 948.7
675 26,580.0
1 27,577.5 27,577.5 1,021.4
676 28,575.0
1 29,587.5 29,587.5 1,095.8
677 30,600.0
1 31,650.0 31,650.0 1,172.2
678 32,700.0
TOTAL VOLUME TOTAL VOLUME
VOLUME (CF) VOLUME (CYD)
0.0 0.0
20,093.0 744.2
41,969.5 1,554.4
65,684.5 2,432.8
91,299.5 3,381.5
118,877.0 4,402.9
148,464.5 5,498.7
180,114.5 6,670.9
r
r
r
r
r
r
r
r
r
r
r
r
r
r
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r
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r
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r
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BELMONT (LOWE'S)
BELMONT, NC
7-Jun-06
STORM WATER POND VOLUME CALCULATIONS
EROSION CONTROL PHASE II
POND AT SOUTHWEST CORNER
STORAGE AREA IS APPROXIMATELY 14.8 AC X 18000F per AC - 26,640CF
INCREMENTAL INCREMENTAL
ELEVATION ELEV. DIFF. AREA (SF) AVG. AREA (SF) VOLUME (CF) VOLUME (CYD)
671 19,213.0
1 20,093.0 20,093.0 744.2
672 20,973.0
1 21,876.5 21,876.5 810.2
673 22,780.0
1 23,715.0 23,715.0 878.3
674 24,650.0
1 25,615.0 25,615.0 948.7
675 26, 580.0
1 27,577.5 27,577.5 1,021.4
676 28,575.0
1 29,587.5 29,587.5 1,095.8
677 30,600.0
1 31,650.0 31,650.0 1,172.2
678 32,700.0
TOTAL VOLUME TOTAL VOLUME
VOLUME (CF) VOLUME (CYD)
0.0 0.0
20,093.0 744.2
41,969.5 1,554.4
65,684.5 2,432.8
91,299.5 3,381.5
118,877.0 4,402.9
148,464.5 5,498.7
180,114.5 6,670.9
1
/

1
BELMONT (LOWE'S)
1
BELMONT, NC
1
1 7-Jun-06
1 STORM WATER POND VOLUME CALCULATIONS
1
EROSION CONTROL PHASE I
POND AT SOUTHEAST CORNER
1
STORAGE AREA IS APPROXIMATELY 7.0 AC X 1800CF per AC a 12,600CF
1 -
1 INCREMENTAL INCREMENTAL TOTAL VOLUME TOTAL VOLUME

1 ELEVATION ELEV. DIFF. AREA (SF) AVG. AREA (SF) VOLUME (CF) VOLUME (CYD) VOLUME (CF) VOLUME (CYD)
670 9,050.0 0.0 0.0
1 1 9,625.0 9,625.0 356.5
671 10,200.0 9,625.0 356.5
1 1 10,850.0 10,850.0 401.9
1 672 11,500.0 20,475.0 758.3
1 12,100.0 12,100.0 448.1
1 673 12,700.0 32,575.0 1,206.5
1 1 13,350.0 13,350.0 494.4
674 14,000.0 45,925.0 1,700.9
1 1 14,750.0 14,750.0 546.3
1 675 15,500.0 60,675.0 2,247.2
1 16,250.0 16,250.0 601.9
1 676 17,000.0 76,925.0 2,849.1
1
r
r
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r -
r
r
BELMONT (LOWE'S)
BELMONT, NC
7-Jun-06
STORM WATER POND VOLUME CALCULATIONS
EROSION CONTROL PHASE Il
POND AT SOUTHEAST CORNER
STORAGE AREA IS APPROXIMATELY 16.0 AC (FROM WAL-MART SITE) X 18000F per AC v 28,8000F
1
r INCREMENTAL INCREMENTAL TOTAL VOLUME TOTAL VOLUME
ELEVATION ELEV. DIFF. AREA (SF) AVG. AREA (SF) VOLUME (CF) VOLUME (CYD) VOLUME (CF) VOLUME (CYD)
670 19,300.0 0.0 0.0
1 19,800.0 19,800.0 733.3
671 20,300.0 19,800.0 733.3
r 1 20,800.0 20,800.0 770.4
r 672 21,300.0 40,600.0 1,503.7
1 21,750.0 21,750.0 805.6
r 673 22,200.0 62,350.0 2,309.3
r 1 23,250.0 23,250.0 861.1
674 24,300.0 85,600.0 3,170.4
r 1 25,500.0 25,500.0 944.4
r 675 26,700.0 111,100.0 4,114.8
1 27,850.0 27,850.0 1,031.5
r 676 29,000.0 138,950.0 5,146.3
r
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1
1
Storm Sewer Summary Report
Page 1
Line-- - Line ID-- - Flow-- - Line - Line -- Invert Invert -- Line - - HGL - HGL- Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No.
1 Str E1 to 21 2.50 18 c 94.0 661.03 661.50 0.500 661.70 662.10 0.27 End
2 Str 21 to 22 2.65 18 c 151.1 661.60 662.35 0.496 662.38 662.97 0.34 1
3 Str 22 to 23 1.36 18 c 34.0 662.45 662.60 0.441 663.31 663.32 0.04 2
4 Str 1 to 2 35.48 36 c 76.0 672.66 673.04 0.500 674.56 675.03 1.18 End
5 Str 2 to 3 34.30 36 c 142.0 673.14 673.85 0.500 676.21 676.52 0.29 4
6 Str 3 to 4 31.94 36 c 154.0 673.95 674.72 0.500 676.81 677.03 0.51 5
7 Str 4 to 5 28.46 30 c 281.0 674.82 676.22 0.498 677.54* 678.89* 0.24 6
8 Str 5 to 6 29.09 30 c 213.0 676.32 677.39 0.502 679.13* 680.20* 0.68 7
9 Str 6 to 7 24.34 30 c 30.0 677.49 677.64 0.500 680.88* 680.99* 0.42 8
10 Str 7 to 8 19.68 30 c 70.0 677.74 678.09 0.500 681.41 * 681.57* 0.19 9
11 Str 8 to 9 20.18 30 c 164.0 678.19 679.01 0.500 681.76* 682.16* 0.29 10
12 Str 9 to 10 6.82 18 c 84.0 679.11 679.53 0.500 682.44* 682.80* 0.23 11
13 Str 9 to 11 6.82 18 c 74.0 679.11 679.48 0.500 682.44* 682.76* 0.23 11
14 Str 1 to 2 49.52 36 c 76.0 672.66 673.04 0.500 674.90 675.63 1.00 End
15 Str 2 to 12 48.38 36 c 152.0 680.55 681.30 0.493 683.11 683.86 0.40 14
16 Str 12 to 13 48.54 36 c 41.0 681.40 681.60 0.488 684.26 684.44 0.54 15
17 Str 13 to 14 39.06 36 c 183.0 681.70 682.65 0.519 684.97 685.55 0.24 16
18 Str 14 to 14A 30.02 30 c 52.0 682.75 683.00 0.481 685.80* 686.07* 0.58 17
19 Str 14A to 15 22.86 30 c 100.0 683.10 683.55 0.450 686.66* 686.97* 0.17 18
20 Str 15 to 16 16.22 24 c 168.0 683.65 684.40 0.446 687.13* 688.00* 0.62 19
21 Str 16 to 17 6.30 24 c 276.0 684.50 685.85 0.489 688.62* 688.84* 0.03 20
22 Str 17 to 18 4.09 18 c 100.0 685.95 686.45 0.500 688.87* 689.02* 0.08 21
23 Str 14A to 14B 8.52 18 c 14.0 685.93 686.00 0.500 687.43 687.50 0.36 18
Project File: belmont pipe file -backup.stm Number of lines: 23 Run Date: 06-20-2006
NOTES: c = circular, e = elliptical; b = box; Return period = 10 Yrs.; * Indicates surcharge condition.
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ORIGINAL ISSUE
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' ISSUE OATS
- DRAWING NUMBER:
0 60 12C SP-5
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?0F WATF?Q Michael F. Easley, Governor
?G? G William G. Ross Jr., Secretary
64 North Carolina Department of Environment and Natural Resources
? -i
J Alan W. Klimek, P.E. Director
Division of Water Quality
June 29, 2006
EXPRESS REVIEW ACCEPTANCE LETTER
Lowe's Home Centers, Inc.
Attn: Nicky R. Wagoner
REEC Dock
1605 Curtis Bridge Road
Wilkesboro, NC 28697
Subject Property: Lowe's-Belmont, NC
Gaston County
On June 28, 2006, the Wetlands/401 Unit of the Division of Water Quality received a Fax/email request
from Todd Simmons of Freeland and Kauffman, Inc., regarding a project known as "Lowe's-Belmont,
NC" for acceptance into the Express Review Program. This letter advises you that your project will be
accepted into the Express Review Program once the following items are received:
a. The application fee of $2,000.00 made payable to the North Carolina Division of Water
Quality;
b. Three (3) complete and collated copies of the Express Review Stormwater Management Plan
Application rhttp://h2o.enr.state.nc.uslncwetlands/documents/Exp Rev SWMA.pdfl;
c. Three (3) copies of all supporting information pertaining to this project (site development
plans, stormwater management plans, worksheets, etc.);
d. One (1) original and two (2) copies of an Operation & Maintenance Agreement for the
stormwater management facilities.
Details of the Express Review Program requirements can be found at:
http://h2o.enr.state.ne.us/ncwetlands/express review.htm.
Thank you for your attention to this matter.
Please note that we cannot accept your application package until July S, 2006 due to a lack of staff
availability. The clock for this project will not start until receipt of the completed application package
and required fee are received.
Please contact Cynthia Van Der Wiele at 919.715.3473 with any questions.
Sincerely,
U Gee hJ
a,A?,Cyndi B. Karoly, Manager
401 Oversite/ Express Review Program
CBK/asc
cc: Alan Johnson, DWQ Mooresville Regional Office
File copy
Central Files
Todd Simmons, Freeland and Kauffman, Inc., 209 West Stone Avenue, Greenville, SC 29609
N?o°?0t hCarolina
401401 Oversight/ Express Review Permitting Unit ?/Vllflltll??t,
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] /FAX [phone] / Internet: http;%%h2u_cnrstate nc_i sinw:ctlands
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
3•
Lp -- t o i
INITIAL INTEREST IN PARTICIPATION IN THE EXPRESS REVIEW PROGRAM
WITHIN THE 401 OVERSITE/EXPRESS PERMITTING UNIT
September 1, 2004
Version 3
Applicant Name: LouE-S t WKE+?T£-?-5, (sc-.
Applicant Address: 'f V-C Doc-y_ k (po 5 1& L\oc,E. Rogo
??,?.t..?c?r'3on-off IS+L Z8lo91
Applicant's phone number: 3'3la- Ce SS - 444#1
Fax number.
Applicant's email address: t-L?L?,y. Iz..4?ALeNFJt. L.o..?Eb.?o«1
Consultant Name (if applicable):

Consultant address (if applicable): Zcq l? • Vs r, poi;
Gxztr-c «-c SL z9 09
Consultant's phone number: f?(c4 • (0-112.- 34-Z? L.
Fax number. g(p ?' Z•"33 - '89 15-
Consultant's email address: _S% 0% v c. Co +-?
Type of action requested under the Express Review Program (check all that apply):
? 401 Water Quality Certification ? Stream Origin Determination
? Isolated Wetland Permit # of Determinations Requested
? Riparian Buffer Approval ? Intermittent/Perennial Determination
Stormwater Management Plan Zk--• # of Determinations Requested
? Mitigation Plan
? Stream ? Wetland ? Buffers (check all appropriate)
Name of Project: tx t S - ?ow?T 14c County: G?STC?.t
Total project acreage: 15.19 (acres) Total built out impervious area:- ?, o \ (acres)
Nearest named stream (from USGS topo map): _ uA'Cw?a,4 RwE ?t
Please provide a brief description of this project (attach site plan if available):
_ ???iT+Crc,.'ctn?? D? A L+oc.,?tzS ?e??E ? ?1L. M+4 i?ScC?l4TEQ 'PA2?tuG? ??`S
butte Ef. lv AODcnaN% 't-kNZ uAt` r\i?.2T 'mu,%w?rFuL ors,0 LZ.1Q 04 W11)
l5 t e?Pob£p 'ire f3E- t-?o0 C??? 'tv Cc•A spa c.h 6WA arF 714E L> w E ?S

g2`
Please attach a map of site location using USGS 1:24,000 map and county soil survey.
i
Location of project site - please include reference to the county, nearest name town and highway number: j
a*XFA-'T LS L r-pr ck w1tT?c+J TNF 1'ec.?s? Q? 5E--L*ie,a'T tkJ 6Rb-(%*S CbUQ CS4 NC
?T ?S L?u+t1? renr+•?.E?z 't?+ a ?? rt?F-T 5?,a6it.+cLa'?fL C?.?oc?. ca??sra??e.s) ?
ors Cj,l.D?.?ets- V#.2#- KDAD -I,*- -6,.Tr- tS Tubes NOiZTK bF OtL?cIti .+ tI-ta.%to 6£tu1E5N
Proposed impacts: e. ?-tNtJ 4>r.
Acres of 404 wetlands:
Acres of isolated wetlands: _
Linear feet of streams: IBC
Linear feet of isolated streams:
Square feet of protected stream buffers:
Has consultant or applicant attended any DWQ-sponsored training sessions in the past two years? If so, please list
which ones. Oo
Has any DWQ staff visited the site? 00 - if yes, please provide DWQ staff name, and
date of visit:
Which other environmental permits from other agencies will be needed for this project? Please list the permits and
issuing agencies below:
ci?E•+`I' ? Ea,?.o? ?Q ova` - C?.zo? ?i,.??y
Does this project require approval under the State Environmental Policy Act or National Environmental Policy Act?
00
Is this project an After-the-fact application or has this project received a previous Notice of Violation from DWQ?
Does this project require approval of a Variance from the NC Environmental Management Commission? NO
Are you aware of any local controversy concerning this project? If so, please describe the controversy and any
measures that have been taken with respect to public involvement.
Pr:. oPPoS.'Roa P?T %ArC .O-%OCaS Fo1? S.Te P?PM3Ac.
This form must be submitted via email (Go 401exoressCv7ncmail net), faxed (919-733-6893) or hand-delivered to the Parkview Building, 2321
Crabtree Blvd., Raleigh, NC 27604. Applicants who are selected to participate in the Express Review Program will be notified via email or fax
within 2 days. Successful applicants will then be instructed regarding detailed procedures for full application (Please Note: Submittals of the review
packages on Friday after 12:00 pm will be stamped as received on the next business day).
i
Please contact Cynthia Van Der Wiele at 919-715-3473 if you have any questions regarding this form.
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14
DRAWING LIST _
COVER SHEET
Q TOPOGRAPHIC SURVEY
DEMOLITION PLAN SP-I
~ EASMENT PLAN SP-2
- SITE PLAN SP_3
LAYOUT PLAN SP-4
GRADING PLANS SP-5
- - - MERCY DRIVE Pf2OFILE SP-5A
- _ _
UTILITY PLAN SP-6
LANDSCAPE PLAN SP-7 - -
E20SION CONTROL PHASE I SP-8
Ef2OSION CONTROL PHASE 2 SP-9
Ef2OSION CONTf2OL DETAILS SP-10-12 - - -
SITE DETAILS SP-13-14
STORM DRAIN PROFILES SP-15-I6
SWM PROFILES AND DETAILS SP 17-18
STORM _DRAIN DETAILS SP-19-20
1 SANIT4RY SEWER PROFILES SP-21 ISM LOAD
WATERLINE PROFILES SP-22-23
LANDSCAPE DETAi~S SP-2~
-I C A I~ O L I N A - ~TILITY DETAILS SP-24 26
~~JTY
~ ENGINEER-LANDSCAPE ARCHITECT
FREELAND E KAUFFMAN, INC.
?NMENT CONTACTS 209 W. STONE AVENUE
GREENVILLE, SC 29609
R AND FIELD CONDITIONS WHEN PLANNING ~ INING ~ ZONING
I, INFORMATION CONCERNING UNDERGROUND UTILITIES WAS OBTAINED FROM AVAILABLE RECO DS GAS PO ISLE, BUT THE CONTRACTOR MUST DETERMINE THE EXACT LOCATION AND ELEVATION OF ALL EXISTING UTILITIES BY CITY OF BEL ss PSNC ENERGY OF BELMONT [phone]
IGGING TEST PITS BY HAND AT ALL UTILITY CROSSINGS WELL N ADVANCE OF TRENCHING, IF TI-E CLEARANCES ARE LESS ~ D 115 N, MAIN MAIN STREET ATTN TODD SIMMONS
THAN SPECIFIED ON TI-E PLANS OR 12", WHICHEVER 'S LESS, CONTACT FREELAND AND KAUFFMAN, NC. (864 233 5497) AND 800 B, GASTON ROAD
OWNER PRIOR TO PROCEEDING WITH CONSTRUCTION. BELMONT, NC GASTONIA, NC 28056 IONT, NC 28012
TRA TOR SHALL INCLUDE IN HIS CONTRACT PRICE THE REMOVAL AND DISPOSAL OF ANY EXCESS TOPSOIL I-E CONTACT 2, THE coN c CONTACT ~ BOB CADDIS FACT BRAD PRIEST
DETERMINES IS NOT REQUIRED TO PERFORM THE FINAL GRADNG AND LANDSCAPING OPERATION. PHONE ~ 0 JET [phone] OWNER
~ ARY HEFTING, SHORING, PHONE ~ [phone] 3, THE CONTRACTOR IS RESPONSIBLE FOR TI-E DESIGN A1~U IMPLEMENTATION OF AL,. REQUIREDIr`ECESS S
AND SPECIAL EXCAVATION MEASURES REQUIRED ON THE PROJECT TO MEET OSHA, FEDERAL, STATE AND LOCAL RMWATER QUALITY SOUTHERN BENEDICTINE SOCIETY OF NC
T CATION OF THE WORK INDICATED ON THE DRAWINGS. OWNER AND FREELAND AND STORMWATEG REGULATIONS PURSUANT TO THE INS AL N T IN TALL SAID ITEMS. PI-TONE' KAUFFMAN, INC, ACCEPT NO RESPONSIBILITY FOR THE DESIG 0 S CITY OF BEI OF BELMONT
IN ADVA E OF DIGGING AT I-800-632-4949, BELLSOUTH
4, CALL NC ONE-CALL LOCATION SERVICE UTILITY LOCATOR SERVICE 72 HOURS NC 115 N. MAIN 1520 SHANNON BRADLEY ROAD J. MAIN STREET 100 BELMONT - MT. HOLLY ROAD
MEET OR EXCEED TI-E CLRRENT LOWE'S slrE wORK sPECIFICATIoNs, BELMONT, NC 5, ALL SITE WORK FOR THIS PROJECT SHALL ROOM IO4 v1ONT, NC 28012 BELMONT, NC 28012
I TTY E wHIcHEVER Is CONTACT JTACT ~ BRAD PRIEST
6, ALL CURB/HANDICAP RAMP DESIGNS SHALL CONFORM TO ADA STANDARDS OR NC ACCESSIBL COD , GASTONIA, NC 28052 TRI TIVE, PHONE ~ (7C MORE RES C ~NE~ [phone] [phone]
CONTACT ~ DARIN ESTES
7 PRECAST DRAINAGE AND SANITARY SEWER STRUCTURES HAVE BEAN SPECIFIED ON THE PLANS. OWNER AND FREELAND AND - ' H TRUCTURES AS FIELD CONDITIONS DURING CONSTRUCTION PHONE ~ [phone]
KAUFFMAN, INC„ HOWEVER, ASSUME NO RESPONSIBILITY FOR T ESE S TY XPEN E FOR OFTEN DICTATE MINOR ELEVATION ADJUSTMENTS, THE CONTRACTOR ASSUMES ALL RESPONSBBIE AND E S
T CTURES TO ACCOMMODATE THESE FIELD ADJUSTMENTS. NCDOT' MODIFYING THESE S RU POWER DEVELOPER
RECORD KEEPNG OF THE AS-BU~.T CONDITION OF ALL NCDOT 8, THE CONTRACTOR SHALL INCLUDE IN THE CONTRACT PRICE DAILY TIN F THE DUKE POWER SOT
OF THE UNDERGROUND UTILITIES, CONSTRUCTION STAKEOUT ASSOCIATED WITH THE PROJECT, PREPARA 0 0 4009 DISTRI >9 DISTRICT DRIVE LOWE'S NOME CENTE2S, INC.
NECESSARY/REQUIRED AS-BUILT WATER AND SEWER PLANS TO BE SIAMITTED TO THe CITY OF BELMONT AND/OR NCDENR, AND 120 DUKE POWER ROAD IN ONNECTION WITH OB?AINING PERMITS TO OPERATE AND RELEASE OF BONDS. RALEIGH, NC EIGH, NC 27607 "'"c~a` ° HIGHWAY 268 EAST, EAST DOCK
ALL OTHER INFORMATION REQUIRED c DALLA NC 28034 S, JTACT~ Bf2ANDON JONES ~~H ~ ,~~~k, NORTH WILKESBORO, NC 28656
TH TANDARD AND DETAILS OF THE CITY OF CONTACT 9, ALL WATER LINE AND SEWER LINE INSTALLATION SHALL CONFORM TO E S s NTACT ~ WCARL SANDBERG CO
BELMONT AND NCDENR, PHONE ~ (9I PHONE [phone] ENE ~ [phone]
10, A COPY OF THE FINANCIAL RESPONSIBLITY FORM AND TI-E STORM WATER POLLUTION PREVENTION PLAN MUST BE KEPT ~ ` ~ (336> 658-4000
ON THE WORK SITE AND SHOWN UPON REQUEST, WATER AND SEWER= STORMWATEI ~RMWATER/LAND DISTURBANCES ~
NTRACTOR SHALL INCLUDE IN THE CONTRACT PRICE ALL MATERIAL AND LABOR ASSOCIATED WITH TI-E TESTING OF CITY OF BELMONT NCDENR Il, THE CO ~ENR ~MQINE~Af2~'~ nJ~ ATTN MR. DAVID DEAL
THE WATER AND SEWER LIKES REQUIRED BY THE CITY OF BELMONT AND/OR NCDENR. T 115 N, MAIN STREE MOORESVILLE ~RESVILLE REGIONAL OFFICE A F~~~`'P'%\o
I THE CONTRACTOR SHALL NCLUDE IN THE CONTRACT PRICE ANY DE-WATERING NECESSARY TO CONSTRUCT THE PROJECT BELMONT NC 28012 IN 2, 919 N. MA As sNowN oN THE PLANs. TA T ~ DAVID ISENHOUR N. MAIN STREET
CON C MOORESVILLE ~f2ESVILLE, NC 28115
THE CONTRACTOR SHALL INCLUDE IN THE PRICE ALL COSTS ASSOCIATED WITH PROVIDING A PROFESSIONAL ENGNEER ON - 13, WATER AND SEWER SYSTEMS, ETC„ AS PHONE [phone] PHONE ~ (7( SITE DURING THE CONSTRUCTION OF THE STORM WATER MANAGEMENT FACILITIES, )NE ~ (704> 633-1699
REQUIRED FOR AS-BUILT CERTIFICATION. DATE REVISIONS
MEA uRES MUST BE INSPECTED AND MAINTAINED REGULARLY TO INStRE THAT THE GASTON NRI iTON Nf2D
14, EROSION ~ SEDIMENT CONTROL S INTENDED PURPOSES ARE ACCOMPLISHED. 1303 CHERR`
3 CNE2RYVILLE HIGHWAY
15, ALL DRAINAGE STRUCTURES MUST MEET NCDOT SPECIFICATIONS. DALLAS, NC .LAS, NC 28034 *••CAUTION***
(704) 663-Ib~ 663-1699 UTIL171E5 PROTECPON SERNCE
3 OA15 BEFORE pCQNG WLL
BUILDING CC .DING CODE ~ T~ ~'~~-849
GASTON CC 3TON COUNTY CODE ENFOf2CEMENT +
212 WEST M WEST MAIN STREET
3TONIA, NC 28052
GASTONIA, ~
C`nNTAC;T ~T~C'T: D. GAf212ETT
TIE J CT LOCADON NDICATEC ALTI- f NE IDDES CERRTY THAT
PHONE (7 )NE: [phone] THEY ARE LOCATED AS ACCURATELY AS POSSIBLE FROM INFORMATION AVAILABLE. THE SURVEYOR HAS NOT PHYSICALLY LOCATED THE UNDERGROUND UTILITIES
ISSUF DATE: JUNE 19, 2006

• •
FDIC DOT DDOJDCT " 1631D02 EVISIONS
EXISTING ~ LOWE'S SITE NOTES , ~x , x TELEPHONE R PRE-BID SET POST BID SET
- x ~ ~ ~ EASEMENT O ISSUE DATE ~ ISSUE DATE
I, REFER TO STANDARD - ~ x - x UPLMKR - / + 6' BLACK TUBE STEEL DATE DESCRIPTION FENCE ON TOP OF ALL
SPECIFICATIONS FOR ~4 - x x x _ o ~ i ; ~ 8 ~9 RETAINING WALLS (TYP,)
TRAFFIC STRIPING - ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ X - x - - 87 3217 E 636.50 TO TAB / , ~ x 50' _ x _ ~ - - _ x-x- - X x - - x- -
INFORMATION, LAND5CAf~ ~ . ~~M.v. _ 5a~.: x.68 ACR~S ~b
SUFFER ° / THE 50' LANDSCAPE BUFFER IS TO 50` BE TRANSFERRED 4lP~IN~ Va1~LL...';A' ~~NpSGAP FROM WAL-MART EXIT 26
2, ALL DIMENSIONS ARE - ~ANDS~AF'E RETAIP~IN~ WILY 1. \ ~ 1..... REMAIN COMPLETELY UNDISTURBED FACE OF CURB UNLESS ~C'~--~ , BUFFER . ~ RET;AINNNG :~:VyALL ,';C' DURING CONSTRUCTION TIE INTO; ~XIS~II INTO; . ;t=XiS~ING:::::::.::: ~UEEER ::::.::::1 LEASE
OTHERWISE NOTED, ~ 1 - _ _:.A :WAL;MART, WAt :;MART;;WAL~ : EXIT 27
~1--- i ~ \
3, ALL RADII SHALL BE 4' U~:1 ..:.::1 ~ ~ ~ X ~ ~ v p a _ ~ p a a v NEAVYaDI~TY 24 CURB. RETAINI POINT WHERE OLD WALL ENDS INTERSTATE 85 °
UNLESS OTHERWISE NOTED. ' ` ~ ~ d uG J--- u ~ ~ ° o a CONCRETE 8 GUTTER v I~JALL B w o ~ ~ J~N~ ° ~ ~ AND NEW WALL BEGINS _
UPLMkP , a o UPLMKR a ~ a D B REMOVE p ~ ~ ~ ~ o ~ o N ~ SITE
v 4, ALL WORK SHALL BE ~c ~ o uc 1... .....s.. i X \ ~ NE IN TRICT -e :..uc.. - uc~UPL ~ . l- - EXISTING .CUR v ° ~ TIE TO EXISTING CURB AND GUTTER Z ND ~ GUT ER / ~°a ~ ~
DO S P h ~ A ~ o a _ - - ACC RDANCE WITH DIVISION a FMK 1 __J EXISTING G S _ - - ~ j TRASH 0 ~ i 1 a _ ~L - - - -
STAGING ~ 2 OF LOWE'S STANDARD Z ~ €~'SEMENfi~ --CC~MPAEiO~ _ - LfNG ~ - 7aRE:A- _ - _ - ~ ~ vii ~i0~ _ v , ~ ~ T ~ _ LKINSON VD, Q _ I N ~ ° ~ Q
uNE ~ - - ~ - STORAGE SITE SPECIFICATIONS, b l ~D. - - o RECEIVING ~ TRUCKWELL ~ ° ~ p ZING ~ o ~ ~ - - --d
~ EXISTING _ ° ~P ° ~ ~ a 1 U
5, ALL WORK MUST COMPLY 'E ZONING NC ~Ai N ~ r~- a 0 a! w ~ ~ • •
WITH LATE T NC STATE ~ SEWER S , ...1 I EASEMENT T ° AWCUT EXISTING PAVEMENT
I IN AN A CESSIBILITY GUARD RAIL I 0 ALL SKYLIGHTS TC BULD G D C ~ENERATO ~.....I ~ BE ABANDONED CYLIGHTS TO ° S I _ WHEEL N ° ~ ~ 8 LLAR N BUBBLE ~ i 0 D
CODE. VOL, IC. 50 W I PAD BE NON-BUBBLE Z I ~ EXISTING STOP ~ _ N ~ d
0.5.~~~;= - \ TYPE N A LAMENT IN ~ J x L WE' I TRANSFORMER WATER 6, NO E CRO C ~~~~F~~;~... 0 S ~ {TYP•) a ° TIE TO EXIST, 18" (i 'a, I C RB GUTTER (TYPJ ~a`~
I PAD \ ~ EASEMENT TO EXSITNG BUFFER AREA IS :::.1;..~ C9 STORIuNVAT~ ~ ~ U ~ yti ,
Z Q Q ~ \ BE ABANDONED PERMITTED„ I - AREA ~ ~ ~ I I N TR K I N _ _ ~ l~ o o uc s s G VI CINI TY MAP 1 1200 , s~~ COVERED I PINE STRAW „ _
z ~ ~ ~n ¦ AREA ~ r I I TRAILER r ~
7 G ARDRAIL TO BE I N d ~ U I.. ~ Q ~ - - ENCLOSURE ABBEY ACREAGE SUMMARY . ~ ~"QlNE~.• n
BROKEN FOR ALL FIRE 24" CURB 19 s N 4' BLACK TUBE I WHEEL STOP ~ Fs P,.
HYDRANT LOCATIONS IN 6 GUTTER ~ F ~ STEEL FENCE (TYPJ ~ S 8 , ~ 9a ~ (RE ~ ARCH) + - 9• f R'E~~•' ~ ~ LOWE' S 15J9 AC / ~ ~
CON LICT, ~ . , , . ~ (SEE DETAILS) I c ~ - WAL-MART 23,25 AC.
r r I ~ - 8, A ZONING PERMIT WILL ~ ~I: 2 - 8' ~ ° EXISTING 18"
~,~1~.w~~~..,1.~.~.~.~.~:.~.~. DIRECTION ~ NOT BE ISSUED BY THE ~ WIDE p ~ SAINTED - CURB ~ GUTTER ROAD EASEMENTS 9,81 AC.
1 ARROW ~ ~ J I ROOFTOP UNITS ITY F BELMONT UNTIL A ; : ACCESS p FFE ~ b93.00 C 0 ~ sC...~". ~ Q )FTOP UNITS SOLID a
TI N MEETING ~ ~ ~ ~ ~ ~ ~ ~ GATES (TYPJ ~ Z TO BE PRECONSTRUC 0 , , k TAI Q ~ SALES A,PEA TO BE I v° BOLLARD WELCOME CENTER 2,0 AC. +l- YELLOW - U :ENED FROM LINE m 4' I ~ T TI +l- Z ~
INNING ~ ~ I SCREENED FROG HAS BEEN HELD, BEG / o ~ WM GAS S A ON 0,95 AC _ U O PUBLIC O.C• m 45° I
PRI R ` 1 ~ ~ ALL Z Q I REFER TO ARCHITECTURAL PUBLIC WORK ON THE SITE 0 ~ s' Q ROADWAYS t STOP I PLANS FOR EXACT BUILDING o ~ ~ ~ ~ ~ OADWAYS I ~ ~ REMAINING 75.68 AC. ~ m 0~
TO THE ISSUANCE OF A ~ ~ ~ I N ~ I DIMEN I N EXIT P R N I Q W~ PR PERTY Z ~ ~ N i ~ - ~ ~ Q ` ~
ZONING PERMIT WILL ~ ~ ~ - ~ X S G S O S, 0 C ~ ~ _ ~ I PAINTED SOLID LOCATIONS, SIDEWALKS, ETC, - U 17 0)
SUBJECT THE CONTRACTOR ~ ~ ~ A~ ~ ~~k ~ WHITE LINE m 4 BIKE RACKS TO BE TO FINES AND OTHER SUCH \ ~ pis L I O.C, 0 45° PROVIDED ON FROf aCKS TO BE 19 > Z i ~ Q > 6
PENALTIES PRESCRIBED IN ~ - . ~ ~ m°--~ ~ NC I SIDEWALK (RE ~ AR( :D ON FRONT I Q 0 ~ Q I ~ U _ ZONING HC N 0 _K (RE ~ ARCH) 1 SI TE DA TA ( Y Q m 1~~..55.
THE BELMONT AND GASTON _ _ I PAINTED SOLID \ ~ - _ _ AMP ~ U ~ ~ V
COUNTY ORDINANCES AND ~ ~ - R I YELLOW LINE " - ~ I PAINTED 2 48 PAINTED YELLOW I m Q U p ° YELLOW ° ~ w ACreage•' ~L ~
CODES, ` - _ ~ - - 6 WHITE SKIP PAINTED YELLOW CROSSWALK
~R A ~ I LINE "LOADING ZONE" ~ PAINTED SOLID I ~ ~ _ ~ Lowe s Tract 15.79 ~ 0 ~ ~ N J }
9. ALL RETAINING WALLS TO ~ ~ ~ NAVE 4' TUBE STEEL FENCE ~ ~ RETA(NIN 100' O.C. MAX„ 24" YELLOW LINE o 4' I c v, 0 4' ~ ° ~ ~ Total Disturbed 16.50 a ~ U)
~ N 18 C A ~ ~ NIGH o ON TOP OF WALL, ~ R T ) ~ WALL 'E' . ~ O,C. 45 *
Main Building: D - ~ m - ~ TIE TO Z ~
~ 485' ~ CUSTOIvER ~ ~ ~ - -L-OA9N~Cr - Sales Floor 119,400 S f. a~ ° EXIST• 18" Q ~ ~ > 0 c
L WE ITE ATA GUARD CANOPY Once Area 3 937S.F. (V TT C CURB GU ER ~ 0)
ZONING N-C (HIGHWAY COMMERCIAU \ RAIL w~ I-{EAVY-DUT ~T l {TYP,) Receivin /Story a 13 307,5 F. ~ m
WILKIN ON BOULEVARD \ \ - ADDRESS S w RAM BUILDING SETBACKS ~ 10' FRONT, 4' SIDE, 30' REAR ~ ~ '9f~ 1 ~ 1 _ ~ 9 9 ~ W c - RAMP ~ HC T Utddy Rooms 1,362 S.F. pC W sroa RAMP
l 1 PARKING SETBACKS ~ 10' MAXIMUM BUILDING I-IEIGNT ~ 60' ~ ~ ~ l 1 Garden Center.•
- - - PB 8-II PARCEL 15-023-020 ~ 1~ - 1 X I ' LOT N/A DB 265 55/848 243/1995 955 \ \ _ l -
TRACT AREA ~ 687,813 SF (+15.79 ACRES) ~ ~ ~ ND1C Shade Structures 7996 S.F. ,~~29" ~ ~ - _ ~ ~ ~ LOWE'S HOME CENTERS, INC•
IMPERVIOU AREA 479,599 SF (+11,01 ACRES 70~) \ \ AMP ACE S ~ ~ - ~ - - - Coved Area 10 799 3,F• ~ , - - HWY. 268 EAST, EA T D K
PERVIOUS AREA 208,213 SF (±4J8 ACRES = 30~) \ ` 6 4 9 ~ W/SIGN WATER NED DISTRICT WS-IV-PA (PROTECTED AREA) ~ ~ ~ ~ S ~ ~ ~ o~ ~ _ T--~ ~ - - - Open Area 12,812 S.F• N, WILKESBORO NC 28659 a 4 I , ~ ,
EWA UTT ~ I I Garo'en Center Total 31,607S.F. ~ S
L WE PARKIN DATA _ ~ ~ ~ J ~ ~ ~ - ~ 24 10' WIDE ~ ~ Q ~ p CA / ~ 336.658,4000 )336.658.3257 (F) ~ N
TYP, SIZE REO'D NC SIZE REQ'D TYP SIZE PROV, HC SIZE PROV, CONTRACTOR 1 ~ _ ~ ~ ~ 1 ~ Q~ ~ pQ 25' RET TYPJ ~ , / r ' ~ - ~i: VI~ Staging.' • ~ I ~ •
9' X 19' 8' X 19' 9' X 19' 8' X 19' SPACES 1 1 p ~ ~ ~ z F ,FJ REQUIREMENT REQUIRED PROVIDED RATIO ADJACENT PROPERTY ~ ~ Z Q Q ~ ~ r (FG SHED ~ ~ I ; ~ Non-CoveredAnsa 7,338S.F. TMIg~A,~HG~,~PR~RnoFlo~s C (TYP,) ~C ~ , ~ t ' ~ ' ~ I ~ HONE CENTERS, INC. ANY l1SE OR REPRODUCTION
G A(S ADDRE E 1 ~ ` ~ Q ~ o ~ ~ C ~ IN~7T L~ BY 7 q IN WHOLE OR PART IS PROHIBIIEO WfTHOUT THE ,C-: ~ Staging Area Total 7,338 S.F. EXPRESSED WRITTEN CONSENT OF LOWE'S HOME J LOW ) V ~ CEN7ER5, INC. COPTRIGHf 2003 ALL RIGHTS
I SEE CALCS, 624 624 3,68/1000 SF RN ITY ' ~ 1 ~ Z Q ~ F LOWE S 169,6 3 SOUTNE BENEDICTINE SOC E ~ 1~ ~ Q o~ ~ ~ RESERVED Q Parking Requirements: • •
P E WILL BE PAVED WITH PERVIOUS CONCRETE OF NORTH CAROLINA ~ ~ ~ ~ SITE ~ 29 PARKING S AC S ~ ~ ~ } 100 BELMONT-MT, HOLLY ROAD ~ ~ ~ ~ ~ LIGN ~ 4 ~z
ACCESSIBLE SPACE REQUIREMENTS 1 u 'SIRED PROVIDED BELMONT, NC 28012 ~ 1 ' (TYP, Q < > ~ - ~ Retail Uses 1/250 S.f. Q Q - ~ EXI
TOTAL SPACES REQUIREMENT REOL W 2~ F TOTAL 12 (2 VAN) 12 (4 VAN) ~ Ali t 1 564 0 1 NCR w S JN~ Sales Area 119, 400 S• F. 478 ~ SI ALK ~ ~ 0 enArea
LOADING SPACE REQUIREMENTS SISTERS OF MERCY 1 1 ~ ~ P 12,812 S.F. 51
GROSS AREA REQUIREMENT PROVIDED 101 MERCY DRIVE ~ ~ EWA AR OW 1 ~ Shade Stru ~ ctures 7,996 S.F. 32 r
169 613 N/A 3 BELMONT, NC 28012 ~ ~ ~ Covered Area 10799 S.F. 43 ~ ~E~ous C~Ndf~ETf ~ ~ % ,
U L t ILDING LIMIT t o ~`a,~- 0 AL, ~ 151,007S.F. 604 ~ ~ ~ I . / .II ~ ¦
NC 3 DQ ~'A~E) ~ I \._'t. ~ ~ 1 ~ j OffiQe Uses (1/250 S.F.)
~ 1 5. RAMP Q o_ o ~ r, Oflrae 3,937 S.F. 16
00 \ 24• CURB ONCRETE I~~ m z Q ~ I ;
1 ~ ~ GUTTE S W LK NC Q ~ ~ ~ ~ ~ ~ Wharehouse/Story e/Utili 1/4000 S.F. ~ ~ ~ - ~ ~ 9 tY~ a ~ 1 7 . F. 3
AMP ~ Recei~in /Story e ~P g g 3,30 S I. 2,~A S TO ~ ' Utili Rooms 1362 S.F. 1
SWSL/ LINE TABLE ,TED ; ~ tY , ST BE . SFERR ~ ~ ~
A DYSL/4" STO LINE LENGTH BEARING ~ ~ SIGH GROS~VALK <; F WAL-MAR ~ ~ i i' ~ 14669 S•F. 4 IN S G ~ ~
\ L1 7' 8 29 W ~ ~ ~ ~ 1 20.25 S 8 2 117K SC~UARE LE~i~E ~ \ Total Re aired Parkin t f t a g 624
~ ~ L2 28,22 S 87°28 29 W ZONING NC , 24" CUR ~C HC ~ , HC wEAVY-DUTY - ~ ~ / \ ~ Total Provided Parking on Lowe s Tract.' 564
~ RA 57~P RAMS A j ASPHALT S{GN ~ ~ \ ' , ~ ~ Total Shared Parking on Wal--Mart Tract.• 60
L3 89,28' N 08'30'25" W `~jG ~0 8 GUTTER RA ~ \ ~ ~ ~ i ' Total Parkin Prvyided.• 624
L4 53.16' N 16'37'28" W 6', ,P N . ~ MARKER 10' SET-BAGI~ LINE- _ C~ A _ _ _ I T EXI I ~
' ~ _ _ L5 97,99 N 25 03 09 W o ~ _ ~ ~ _T99 A _ ~ ~ TJ9. A A ~ - - /
L6 63.61' N 30'13'43" W ~ , n ~ ~ -r E (TYP• ~ ~ \ ~ ~ / ~ ~ NOTES LIMITS OF DETAILED FLOOD STUDY STOP 5
L7 24.42 N 65'5710 W RETAININ( RETAINING CONCRETE ~ SOUTH OF WILKINSON BLVD, NO FLOOD PLAIN
- w ~ WALL F L8 34.32 S 02°31'31 E s 0,38 AC. TO BE WALL F ~ W SIDEWALK SHOWN ON PROPOSED SITE ON FEMA MAPPING • •
18' CURB 6 ~ ~ ~ , AC. TO BE W ~ ~
CURVE TABLE ~ ~ GUTTER s 5~~°~ TRAN FERRED TC ,.5>. S ;FERRED TO ~ . ~ / i Wal-MartParki R uin?n~ents: m ~ wa.-~ r ~ SITE LEGEND
TAN NT CHORD BEARING DELTA ~ WAL-MART LEASE CURVE RADIUS LENGTH GE ? , ~ r HART LEASE / F ST WAT6? AREA i Retail Uses (1%150 S) Q m
TI S 71'42 45 E 11'31 08 ~ ~TI~ C1 E 465,00 93.49 46,90 93,33 N ~ ~ EXIT PROPOSED DESCRIPTION o N ~ Sales Area 147,525S.F. 590 Z o
~ T TIN I ' ~ E~1S. 8 ~ C2 315,00 245,54 129,39 239.37 S 43°3718 E 44°39 44 SIGN ~ ~ Gallen Center 9522 S.F. 39 - w c~ Y 20 NUMBER OF SPACES J
C3 385.00' 478,66' 275,81' 448.42' N 56°54 29 W 71 °14'05 ~ ~ (~l'P., U i P W 157047S.F. 829 ER RO w Q z
' 1°21'32" C4 74 7.47' N 88°0915 E BL K 315, 00 7, 47 3. ~ Ohfce Uses 1250 S.F. ART RRAL r ~ C C c co ~
C5 2994,79 473,47 237.23 472.97 S 87'54 33 E 9°03 30 18 CURB 8 ~ ~ ~ ~ ~ , ~ ~ Oi9rae/Restrooom/ ~035S.F. 28 v~ _ Auto Service Area _ _a__ _.CL_ Q ~
~ E S) ~ - SIGN m S
5' CONC. SIDEWALK GUTTER ~ ~ NLAR ED C T MER ANOPY ~ E E 5' PLANTING ~ I Wharehouse/5torage/Utility(1/4000 S.F.) _ P I K } ' Receivrng/Storage CONC. ARK NG BLOC m
RETAINING 34,079 S f. 9 = 1----- ~ Mechanlca/Rooms ~ HANDICAP SYIV~OL z
LOWS S STRIP (EACH SIDE) dOlS WALL G ~ ~ ~ ~ ~ _ =--=-a _ ~ - _ 198,181 S,F. 888
BUILDING ZONING LINE N-C SWSL/4" ~ BC-D RETAINING DYSL/4" ~ ~ :a;: °1~ CONCRETE PAVEMENT o Tota/R aired Pan~i 888
WALL 'N' s_ ~ _ - J Total Prov/a'ed Parking: 898 Z
_ HEAVY DUTY PAVNG Z w Z U N E f . A\ Total Parking rn Excess ofCode: 230 Z
SWSL/4" ~ ~ _ ~ OUTSIDE SALES AREA Q
PAINTED YELLOW \ Z ~ J ~ _ {n
RR W ZONING ~ BC-D A 0 S END _ Q. ~ o LANDSCAPE BUFFER W z
. 18" CURBS _ 5' CONC. SIDEWALK ZONING BC _ PROJECT SCHEDULE ~ ~ _ONING ~ BC W
PAINTED YELLOW GUTTER PAINTED Wk~ITE 10' SKIP ~ 5' PLANTING ***CAUTION*** J w START DATE AUGUST 2006 ~ W 0 W o
STS AND STOP STRIP (EACH SIDE) CONCRETE PAVEMENT 1,32 AC. TO BE ~C, TO BE WEEKS ~ J W m ~
BAR - - - - - _ - END SIDEWALK RE ARCIa PLANS ~ END SIDEWALK e ROW, TRANSFERRED TC SFERRED TO UTILITIES PROTECTION SERVICE TASK DESCRIPTION a 369 125 82l 427 0 • •
f2d-79 (I$` x 447 R7-6 (18' x 14') \ j WAL-MART LEASE MART LEASE 3 DAYS 6EF6RE DIGGING CALL TOLL FREE I-606-632-4949 EROSION CONTROL MEASURES X X X X X X X X X X ORIGINAL ISSUE
~r~tv Mom ~ g~ s~cN MouvrE~ oN ~ TIE ROADWAY FF $ caun~N ~ PROPOSED TRA IC (EXACT AREA T( °tJ cam`' TO EXISTING _ ~ _ _ SIGNAL PER RF ~FTFf~MINFfI) ,T AREA TO IN X DATE: 6120106
,~nr, n r nrrinn i IFTFf~MINFfI) CLEARING ~ GRUBB G i~\
rAINICU IM-L..M F~IIVILCI HVKIN J VCJIVIV ROUGH GRADING X X
LOADING ON.r MONOLITNLE ~NN 24 PIGN MAX ISLAND I ~ PROPOSED SEE OFFSITE PLAT ISSUE DATE: IFFSITE PLANS m7m TEMPORARY STABILIZATION (GRASSING) X X CONSTRUCTION
24' CONC~RETE CU CANE~Y t " 247 EMAIN ~ MONUMENT SIGN FOR IMPROVEMENT E GU CN BY SITE ABOVE CONCRETE FH.LE _117-6 WOJNTEO ON SET PROVEMENTS THE NIOEROM D UTILITIES SHOWN HAVE KEN LOCATED FROM MLLD SURVEY MORRATATN AND EROTNO ORAWDIDR FINAL GRADING X X ISSUE DATE:
CONTRACTOF2 ISLANDS BY BLDG. N J-osTop - - (RE ARCH) TO WILKINSON BL1 PAINTED wwrrE CONTRACTOR _KINSON BLVD THE MMEYM MAKES NO GUARANTEE THAT THE UNDERCROUND COM nTMiRIM g SHOWN DR AB NDDONNEED M SURYE OUR FURTHEERREDOES BUILDING CONSTRUCTION X X X X X X '.X
DRAWING NUMBER; No, AWRANT THAT THE UEERCROIM uaHTl[S SHOWN ARE HH THE EXACT LOCATION INDICATED. ALTM )OH HE DOES CERTIFY THAT UTILITIES X X X X
- STOP THEY ARE LOCATED AS ACCURATELY AS POSMILE FROM (FORMATION AVAILABLE, THE SURVEYOR HAS NOT PHYSICALLY LOCATED rHE PAVING X X O 60 120 UNDERGROUND ununEs
STOP - - - _ _ FINAL STABILIZATION (LANDSCAPING) ' X SP-3

SCALE = I 30 COMPLETION DATE; APRIL 2007 SCALE 1" 60' 0 0

• •
I NS VI 0 RE
I ~ ~ 50 LANDSCAPE 50 LANDSCAPE BUFFER (TYP), PRE-BID SET POST BID SET
~ , X BUFFER ('rYP), TO BE COMPLETELY O ISSUE DATE ~ ISSUE DAIS TO BE COMPLETELY
, ~ k _ UNDISTURBED DURING CONSTRUCTION 1 1~.~.~:.~~.....~....... ~ - , ~ UPLMhR - ~~1 ~ UNDISTURBED DURING DATE DESCRIPTION
CONSTRUCTION
i ~ .~.t.~.' a ~ i~ ~ r _ ~ N 8 !°3217 E 636.50 TO TAB ~ ~~1111~ , x~ ~ a,-.~ X ~ x x x x r. x ~ x~- x - - - ~ / ~J , ~ 11 f1~" 03) r~ -r,_ -X~-.k X.=-X- =X= r--X X _ X-
I J .a..l , _ .c , -_~S~ LF..36.,.. a 5~~..r+~ ...83 :LF~.~.36 . {4' .LF I ' r i. ~ , ~ . ~ ~ ~ ~v. M,:~~ 1 i . , . . _ . m W ~~695,50 ~ 41~ LF 3.. TUB 6g~.5~0 ~ ~ ~ ! 3~..~ . ~ 1 ~ . ! 0 ~ r 168. Lf 2~4 , ~ I i ~ I 4~ 1 ~ ~ ~
~ ~ . ~ , ~ ~ ~ a. p RCP/C' F'P. . ~ ~ ~a.~.~. r ..b 1 ~ , ~ , . ~ ; ~ ~ _ _ , ~~~PJ~PP ~;@ L, CP/Cf?~P.. f~CP~/OPP~ ~ ~...p ~.m W. i . ~ 1.1 , ~ ~ , > ...0;5~3X . : , ~93,d RCPICPP >'BW .693., 0 r.ry9 . , . ~ . r r i~ /~~.,P Im,~~.~~ :V ~ ~:~2 ~~:~~~:R~C>~l P~~:~m~:~;C7,~0~ l ii i~ r ~..6~g . ~ ~ „ i i
~ i . ~ ~ ~ t... . , ~ ~ ~ ~ vaD7NG - 0.50% L a .L...... ~ ~ ; EXIT 26 ~..T ~ 95~,~ ~ 1 ~ ~.~.11~ 0 , ' i ~ ~
~ ; ~w. I ' 1 1 1 , ~ . ~~Mll`S~: ~ ~ ~ ~ ~ ~ ;LW ~>~4,50~ ~ ~ , : , 1~..~1 1,~ ~ ~ ~ ~ - 6 . ~ 7 y 2.T0 y~.. ~ r.. I'. j f . I L . i .8~ ~ I; .i. / ~ EXIT 27 1......P I..., ..L... ~ ~ ~
~111E~~'~ ~ ' ~ 1_ ~ 1 ~ ~ ~ y OE
- 1 - 1 r a~ ~S+ ~ ~ 1 1 ~ ~ ~ - - _ - ~ INTERSTATE B5 I 1
~ ~ 1 „ o ~ X11 ~\y..~. 1.~., A A ~ ~ ~ ~ ~ _ „ 1 ~ ~ a i err N ~ ~ ~ _
~ 1 1 ~ .1 1 , ~ 1~PLMk;~ ~ ~ ~ - I i ,,S~i CIO' 17 ~0' Q IO' 1 IT) , y ~ ~ ~ 9; Ir ~ ~ ' ' ~ - _ _ SITE ~ ~ ~9279~ I ~ _
is I UPI_M 1~,\ ,.I . 1 ~ , I ~ ' ~ I
I _ _ ~ -u~rMK ~ . ~ ~ J ~ ~ ~ / 92,37 _9300 ; ~ , I -
~1 I ~ _ i ''8, i ~ ~ I ~ _ _ LKINSON VD, Q a , ~ 1 ~ ~ ~ [ o
I ~ ~ ~ ~ ~ - 52 L~ ..10" P~ICIHDPE
u ~ 9 ,5 , , Vii, ~ ~ ~ ~ - - ~ , % , / PP o DOWNSPOUT I ~ ~ C 89, I 39, ~ ~ I~ 85:5. , ~ U
RAN E TREE - - T P R Y , C LECO ~ 0 0.5,0 T , RO ECTIOf~ ~ ~ ~ ~ \ - J ~ ~ - - ~ I I i ~ ~ i~ ~ ~ i
~ ~ ~ r ~ 142 LF 36" - ~ ~ F TYP, I' ~ ( ~ ,00 3,00 ~ ~ ~ s~rT ~ ENCE r Kira. ~ '1~~.~ ~ i ' ,RCP/CPP ~ r ~ / / / ~ ~ ~ ~ 9 I slur E cE ~ ,j ~ RIM ADJUSTED
, ~,00~ ~ ~i ~ ~ ~ ~ i ~ / MIC'6, ~ I' ~4 1 ' TO 691J0
SEE ~ POND' I~~, ,i. ~ ~ ~ ~ ( p , / 0`b~ ~ ~ ~ - ~ ' ~ ~ I ; ~ ~at. ~ s.~. ~ ~ I I I I ~ ~ ; 0,5 _ y ~ y - ' ~ _ ALL_ DOWNSP~T COLL CTOR PIPES '1• % ~ ~ I ~ i i SE TION ~,~i / 7/ ~ ~ ~ ~ ~ r S I ~
~.~1~.~ ~ I i ~ ~ ~1 ~ ~ - - - HDPE3 OR PVC, ,SIZE AS /NOTED, PI~F~ r TO I ISE~ .678,5 7 ~ ~ ~ ~`y / I ~ ~ I I ~ ' ~ ~ - 1 J WM TRUCK TURNAROUND AREA H SRO ~ ~ ~ ~ ~ I , TO BE REGRADED AS PART .y
I ~ w~'~ ~n ~ ~ ~ ~.~..~.t ~ i ~ I N ~ i r l~' ~ ,QO ~ ~ ~ MAINTAIN M1N I,00~ SLOPE, ~ I i ~ i EXISTING M" .I I.~. I I I N ~ ~ ~ ~ ~ 6 ~ ~ ~ ~ I r iP ~ - - ~ I i ' ~ ~ - 1~1 ' , OF LOWES CONSTRUCTION _ " _ ' 9ti4 r
WATERCOURSE a~~~ .bi~ ~ ~ ~ u~ ~ ~ ~ i ~ ~ i / ~ r ~ , ~ ~6 F 2 _ VICINITY MAP 1 1200 ~ X ~ - ~i' J ~ ~ ~ ~ ° s
LAND CAP I ~ ~ ~ ~ ~ ~ ~ I ~ l ~ RCP/CPP p r7 SAWCUT LINE " I i l ~,50~ ~ ~ ~ , ,
F~UFF~R (TYP), , ~1~ ...1... ~ . L i I R ~ ~ , = , 1 ~ ~ / I 1I ~LL ~ L~ ~,~Vi l `
TO ®E I ~ ~ I ~ ~ ~ ~ ~ r i _ i ~ 51 ~ I I~,~, 1 1 ~ / , ~ ~ , ~ ~ , , I I I I~ I ~ - ~ I. e' I ~ R ~ ~ i
~ Y r ~,~C1 ~.I , ~ ~ I ~ ~ ~ ~ r i ~ ~ J ~ i I COM LET~L r, ~ I ~ ~ ~ ~ ~ 1 I I 1 I _ _ _ ° _ z
UNDI TUR ED ~ ~ ~ 1 ~ ~ ~ BW 685.5 ~ ~ , / / , ~ ~ \ ~ ~ ~ ~ ~ ~ ~ 91,35 ~ ~ ~ ~ r >J ~ / i ,J ~ I I ~ - N~nrl i ~ J ~ ~ o ~ ~ EXISTING WALMART
r r DURIf~G 1 1 ~ ~ . ~ " ' ~ 691 ~ / ~ ~ ~ ~ . i..`n.~~~.. ~ ~ / i ' ' , , ~ ~ ~ ~ ~ ~ ~ ~ ` % , FFE 694.0 LINE TABLE
N 1 y~.~.1~.i ~.1.~ I ~ ~ / ~ r ~ ~ ~ , ~ CON~TRUC 1Q 1 Q ~ , - 5 i F 3b" ~ ~ ~ r ~ ~ / ~1 , ~ INV. , ~ ~ ~ ~ _ i t ~ ~ i _ _ Ir - -
1 ~"-671,00 ~i ~ ~ ~ ~ 9 5_-- - ' i ~ ' i ~ I ~ ' ~ , ~ ~ ~ ~ \;k LINE LENGTH BEARING ~ I
( L1 20,25 S 87°28 29 W U ~
~ ~ i T - _ ~ i l r ~ ~ ~ 1 ~ ~b78.50 ~ ~ W 6 - _ ~ ~ ~ i 1 ~ ~ ~ I ~ ~ ~ I _ 28,22 S 87'2829 W _ ~ ~
~ i ~ - ~i - , l ~ ~ " ~ - ~ L3 89,28' N 08°30'25" W ~ ~0 ~ , ~ INV=6$ .25 (I TBM m ~
, A ~ _ ~ ~ / 9 ~ ~ ~ ~ ~ ~ I ~ TOP REBAR L4 Z ~ ~ i ( ~ ~ 53.16 N 16 37 28 W ~ ~ N
_ - ~ 6826. ~ ~ ~ , , ( ~ Q ~ m ~ ~ ~ I o, _ ELEV: 704,20 L5 97.99 N 25°03 09 W ~
GRADING, STORM DRAINAGE, - ~ ~ ~ v~ - ti ~ - ~ i ~ BW 681.0, - r~\~ ALIGNMENT, ETC, FOR ~ I - _ _ _ ~ b ~ ~ ~ Q 0 I ~ ' ~ ~ ~ L6 63,61' N 30°13 43 W ll.. Q
CALDWELL FARM ROAD ~ ~ % I 281 LF 30" ~ - =-=rte 1 r ~ ~ I ~ - ; i - L 7 IL o
F M PR PO ED PLANS ~ ~ . ~ RCP/CPP m`~ ~ ~ ~ TAKEN RO 0 S i i -i%' li; ~ 'x' 1 ~ 10" P 24,42 N 65 5710 W ~ Q N ,r. ~ , ~ u ~ d ' ~ ~ ~ _.00~ L8 34,32 S 02°31 31 E Q ~ ~ ~
'V ~ I FOR WAL-MART SUPERCENTER ~ " ~ l5 ;0.50 ~ ~ ~
~ (if,~ I -MIN, Y ~ } - C - ~ CURVE TABLE ~ p ~
;i'~,~,+ - _ ~ - - -,9300 ~ 9~Q~ - ~ - _ ~ '1 J~' ' ~ a J
- - - ~ v ~ ~ ~ - - ~V 1 ~ _ , - ~ ~ ~ - - - - _ - - ~ ~ ~ ~ ~ r - - ~ ~ ~ ~ 92, - J) ~ ~ : _ CURVE RADIUS LENGTH TANGENT CHORD BEARING DELTA ~ ~ 0 m
~ ~ ~ ~ ~ ~ ~ i ~ r C1 TIE 465,00 93.49 46.90 93,33 S 71°42 45 E 11°31 08 ~ r -
~ X277 - i 2 ~ ~ `~~.77 ~ C 315,00 245,54 129.39 239,37 S 43 3718 E 44 39 44 m
I y~ ' ~ - _ IO~,~.F 18 ~ C3 385,00 478,66 275.81' ~ 448,42 N 56'54 29 W 71'14 05 ~ > ~ Q
~ ~ ~ ~ ~ ~ ~92,25 -928 92,5 X2.25-~ ~ 4 ~ ~ 9 J7 1 ~ 92,40 I ~ ' ~ \ , ~ ~ 2,60` 92:09 ~ ~ I' RCf~`/~F?P ° ~ C4 7 47' 3,74' 7 47' N 88'C9'15" E 1°21'32" J "c N m 315.00 - I W
TE ( ~ ~1~1 N I 1. E N , INA ~A ~ A IN R ~ TW 69 ,0~~, ~ ~ I - ~ , ~ A ' ~ ~ ~ ~ > ~ ~ m C5 L __~I,$5 X1.7 14 ~ I C - 473,47 237,23 47297 S 87 54 33 E 9 03 30 LL,J C
I ` BW 6820. ~ ~ lilt i ~ 1 ~ W t~ ~
~ ~ ; ~ 92.20-'-- I ( ~ ` ~ I, ALL EXISTING STRUCTURES, UNLESS OTHERWISE NOTED TO REMAIN, FENCING, TREES, ~ ~ r ; ~ ~ Ili - ;
\,a~ ~ 9 ~ g ETC„ WITHIN CONSTRUCTION AREA SHALL BE REMOVED ~ DISPOSED OF OFF SITE, ANY ~ ~ 9. 1 _ EX _ - , - _
T T LOCAL ORDINANCES ~ LOWE'S SPECIFICATIONS, i ~ ~ \ I ~-,91,9 -91,75 , q 5 2~,00~ 92,40 BURNING ON SITE SHALL BE SUBJEC 0 ~ ~ ~ ~ - I 91, , 4 ~ --~'E 92"40 ~ ~ ---~~0 ~ ' _ LOWE'S HOME CENTERS INC. ~ E L1 - - i ~
~ ~ ~ 1 Mk~X . r_ _ - - 7. ~I TING PIPE ~ ~ ~ ` ~ EX ~ - ~ 0 ~ _ _ _ _ HVVI', 268 EAST, EAST DOCK
R - A T, ~ ~ ~ 91,OOQa,,~ ~ ~ 0 2, ALL DRAINAGE STRUCTURES SHALL BE P E C S _ ~ 90,50 ~ < ~ ~ ~ 9(~~5 ,T( T ~ ~ ~ N, WILKESB0R0, NC 28659 ~0 _ E , ~ , ,
~ 61 ~ _ ~ \ - ~ 213 LF 30" ~
3, ALL DRAINAGE STRUCTURES AND STORM SEWER PIPES SHALL MEET HEAVY DUTY TRAFFIC ~ ~ T ~ I ~ ~ ~ 90.76 ~ i I _ ~ ' ~ i i RIM JUl~TED 336.658,4000 (V) 336.658.3257 (F) ~ I ~ w
I LY, ~ ~ W 69 0 RCP/CPP e - - (H20) LOADING AND BE INSTALLED ACCORD NG 8JV 6 5 ~ \ ~ 1 ~ gyp, 0. , 9~ ~ ~ ~ '0,50, ~1~ \ y • • ~ I9 0 € . ~ . ~ ~ n~ ~ / ~ ~ THIS IXtAWINO IS 7HE PROPERTY OF LONE9
1 i ~ , 1 ~ 8~ - ~ 1 ~ ~ R R UND TILITIE ~ 1 ~ ~ '`90. ~ _ 90, ~ NEGO U S 0~ PANIES HAVING U D e ' ~ 4, GENERAL CONTRACTOR SHALL NOTIFY ALL UTILITY GOM ~ 1 ~ 1 I ~ ~ I _ NA'~_ _ I I 84.39 Honw aeNreRe inc A~ ueE oR~~eooucTioN 'li IE UT 7~4,79~ ~ ~ iNVmoLEaRPARTisPROeie~owmlouTTME
- I R T EXCAVATION CONTRACTOR SHALL CONTACT UTILITY ~ 1 ~ ~ ~ SITE OR IN RIGHT-OF WAY PR 0 0 - _ a I~'C R ~ i ~ E7~RESSEDWRITIENCONSENiOFLOWE'SHONE 1 - ~ ~ ' ~ V CENTERS, INC. CCPYRIOHf 2W3 ALL RIGHTS
TI PRIOR TO GRADING START, ~ ` 11 1 1 ~ ~ 1 ~ ~ ' i ; LOCATING COMPANY AND LOCATE ALL UTILI ES -66,,~ 1 1 V 1 ~ 1 ~ ~ 89,96 ~ _ ~ ~ ii f~~ I ~ _ ~ A ~ RESERVED - ~9,96 91,10 ~ • • I
~ ~ ~ ~ ~ ~ , ' ~ ~ 164 LF 30' I N AND SEDIMENT C,ONTROL~66 ~ ~ ~ ~ - ~ 9P~,( 9P~, I1, '~'~I F I~' 91,35 I
5, SITE GRADING SHALL NOT PROCEED UNTIL APPROPRIATE EROS 0 ~ 6_ \ ~ ~ TW 6 ~ -70 LF~ ~ i ~ ~ - \ \ 1 ~ ~ - ~ 1 ~ ~ 1 ~ ~ A RCPICPP o MEASURES NAVE BEEN INSTALLED, ~ ~ , ~ 1 BW 678,5 _ ~ RCPICPP . ~ 1 ~ ~ ~ ~ ,0.50 88 - ~ - ~k ' R ~ ,Ljl,
~ i ~ . - .50 ~ 1 ~ 8 88 ~ ~ el~i l' I _ o ~ I II ~ - ~ ,
R IN TALLED, THE ~ ~ ~ ~ l r ~ r 6. AFTER PERMITS HAVE BEEN OBTAINED ~ EROSION CONTROL MEASU ES S ~ ~ , ~ , ~ / , T R APR N TO 0" -Ill" OF ~ 1 _ 89 8,4 I ~I r , ~ - ~ o ~ I
CONTRACTOR SHALL GRADE BUILDING PAD, GARDEN CEN E ~ 0 S ~ ~ O LF 30 IT PECIFICATION , ~ 8 05 SUBGRADE AS PER SECTION 02300, DIVISION 2 OF LOWE S STANDARD S E S S ~ ~ ~ RCP/CPP • see, I ~ ~
1 TW 689,0 _ _ ~ ~ ~ 0,50gg' ~ ~ 88.25 = 88,50 l 88,50 I I ' 89,50 ~ % ~ \ ~,~II;~' _ i'~
F I IN PAD TO I/2" PRIOR TO ~ , BW 676,5 5 s 7, IMMEDIATELY APPLY ~ COMPACT STONE BASE OR BU LD G ~ 87,70, ~ r < < ~5 ~
EXCAVATING INTERIOR ~ PERIMETER FOOTINGS, ~ ~ I ~ r 1 ~ ~ ~ 88: ~ / 8'~hc ~ ~ e
T BY THE GEOTECI~-INICAL ENGINEER ~ ~ ~ ~ ~ ~ i I 87,85 ~ 8. FRENCH DRAIN SHALL BE INSTALLED IF DIREC ED ~ ~ 1 ,il ~ 8 2,2 ~ ~
OR AS SHOWN ON PLANS, ~ ~ ~ ~ 87: 5 84 LF 18' -
~ B X1,0 \ \ I ~ RCPICPP ~ t _ ~ x I
9, GENERAL CONTRACTOR SHALL PROVIDE 2' x 2' x b" THICK CONCRETE APRON AT ALL ~ ~ ~ ~ V ,r ~ g ~ ~ LEANOUT OUTSIDE OF BUILDING, ~ I I ~ 9 ,50`d ~ ~ \ ~ VIA ~ 9 , 0 8 ~ ~ ~
C S ~ ~ . ~ ~ 6~ 7 I -
TRI T A RDANCE WITH DIVISION 2 OF LOWE'S STANDARD _ ~ ~ ~ " 10, ALL WORK SHALL BE DONE INS C CCO ~ ~ ~ ~ ; ~ ~ ~ - ~ ~ - 87,50 ~ ~ I ~ y - ~ ~
SITE SPECIFICATIONS, ~ ~ ~ - 89,1 ~ ~ ~
IN LIMIT AS SHOWN ON ~ - ~ ~ ~ OUTSIDE THE BU LD G S ~ ~ ~ - II. ALL ROOF DRAINS TO BUILDING SHALL END 5 _ _ _ 74 LF , ~ ~ , 8, ~ ~ ~ ~
EPROVIDED WITH A TEMPORARY PLUG AT THE END, ~ ~ ~ ~ ~ Cb ~ ~ PLAN AND SHALL B _ ~ ~ _ 1 I CP/CPP o ,I, I I 0,50`6 i I \ y:
12, CROSS SLOPE ON ALL NEW SIDEWALKS SHALL NOT EXCEED 2 . - r-~ ~ _ _ ~ ~ \ i 8 8 / ~
I ~ ,i My ~ ~ ~ '1 _ - b.SQ 1 ~ MARKER - I ~ j ~ _ _ A ~ ~
I 1 ~ V V ~ ~ - ~ V ~ ~~'~'N - ~ I I ~ ~ ~ - ~ . . - - - nl ~ I \ ~ v
T T T
- ~ ~ _ ~ ~ ~ RIM INV, IN INV, OUT TYPE ~ ~ ~ . _ _ ~ ~ I ~ ~ ~ 2 ~ 'i I ~
I 67266 672,66 HEADWALL I ~ ~ ~ ~ ~ ~ , \ • • ,,I, - ~
\1. A 2 689,50 673,14 (3) 673,04 DOUBLE COMB, INLET ~ 1 I `~~o ~ ~ ~ \ I ~ +'n
~ p1 \ ~ ~ r ' , , ~ 680.55 (12) ~ ~ ~ ; ~ ~ ss ~ ~ ~ - d" ~ / m
~ ~ EI ~ o - ~ Q ) c r~~ - ~R m
3 689.50 673,95 673.85 COMBINATION INLET ` ~ ~ _ ~ I i ~ ~ I ~ ~ ~ 1 ~ - ( i K - ~ ~ ~ 6 \ ~ A 4 74,72 COMBINATION INLET ~ ~ ~ ' ~ N, e`- ~ ~ Z o ~ W I
4 689,50 674,82 6 ~ ~ ? I V~ ~ ~ 1 ~ ~ ~ , , ~ ~ , J Y . ~ P-IP~ UT,L
5 690,50 676.32 676.22 JUNCTION BOX ~ . h R I W T R s u~ u 0 -
4 77, 9 MBINATION INLET ~ ~ ~ 6 686,50 677.9 6 3 CO ~?4 LF_ I \ U x
7 74 77,64 COMBINATION INLET ~ 5a-' 18" RCP ~ ~ ' ~ ' ' ~ 7 686,50 67 . b ,,K r ~ , ~ ~ ~ , ~ ~ _ ~M VED ~ ~ ~ _ I m
8 687,35 678.19 678,09 JUNCTION BOX ~ ~ ~ ~ ~ m 0,50 ~ ~ ~ ~ ~ , ~ ~ ~ - ~ ~ , ,TW" -665, l ! 6, _ _EGEND U _ - - _ - ~ . -
~ 15 LF~ ~ 9 686,50 679,11 679,01 DOUBLE COMB, INLE ~ ~ ; BW 7, ~ i ~ i ~ ~ _ EXI TING P40P0SED DESCRIPTION =
INATI N INLET s ~ ~ -6 ~ _6 . ~ I~ f ~ ~~7~5 ~ ,~r~~~ 10 b84J5 679,63 679,53 COMB 0 ~ 1 ~ , ~abs-~ 1 ~ ,1~ ~ ~ ~ ~ ~ , - ~ ~ 1~ 86 ' ~ I ~ ~ ~
679,97 COMBINATION INLET II 686,60 ` \ ~ I IE 6~ ~ ~ r~~~: 1 ~ ~ ~ r . ~ ~ i ~ . BW ~ S~T~N E ~ „ ~ A ~ ~ - 8 CONTOUR LINE Z _ - ~ ~
1 ~ 12 692,20 681,40 68L30 JUNCTION BOX ~ ~ ~ ~ ~ ~ ~ 984.5• SPOT ELEVATION _ p , ~ , - - J
13 691,50 681,70 681,60 COMBINATION INLET ~ ` ~ 1 ~ 1 , ~ y ~ ' _ ~ - STORM DRAIN INLET ~ z ¦
IN ET c ~ ~ MBINATION L r ~ _ 14 91,50 682,75 682,65 CO ~ ~ ~ \ ~ ~ r
14A 692,30 683.00 682,90 JUNCTION BOX ` ` ) ~ ~ ~ I rife l ~ IMI ~Ea V -~~a, 1 ~ / .:~Z z ~ - m STORM DRAIN PIPE E"
6,00 PIPE INLET , , ~ , 1 i/~ ~ ~ 1 1 ~ , ~r 14B 68 ~ ~ , l l ~i / ~ , SE~~ MAY ~ s~s ~ A 4 ~F i 1 e. ~ Z ~ Z `~V~ ~ ~ RETAINING WALL (f)
I I ~ ~a~wa~~ , iii%r irfIIG~AD~vG 1 ~r \ 15 691,50 683,60 683,50 COMBINATION INLET , , ~ , ~ ~i , ~ _ 1 'DRIVE I~OFi E ~ ~ ~ ~ y" ~ Rr ~-r - ( i 81 s ~ 6, ~ 6s> I ~ ~P ss~ 20 (~i. LIMfTS P , s - 0 0 V0 _ O W z
16 691,50 684,45 684,35 COMBINATION INLET ' _ q ~ f ~il~ ` ~ ~ ~ ~ 1m ,50~ ~ > ~ ~ ~ ~ ~ ~ 55.53 ~ ~ ~ ~ ~ s WETLAND J
17 690,80 685,95 68585 COMBINATION NLE ,,1 ~ aRE~ ~o" RcP I I Irr j ~ A ~ ' AUTION*** J w C i W
18 690.80 68655 686,45 COMBINATION INLET / ~ i~, ~ 3' 65g~ 0 W o , ~ , ~ MM UTILITIES PROTECTION SER41CE -J W
2, 674,72 674,62 JUNCTION BOX ) ; I ~ ~ - 19 69 50 , ~ , A V 1 ` ` ss, S <I ~ `~`l~~ d . ~ • ~
673.22 DRAIN OU _ A ~ ~ Y~ 3 GAYS BffORE OICCMC CALL ORIGINAL ISSUE ~ TOLL FREE i-8DD-632-4e~e DATE: 6120!06
MBINATION INLET ~ ~ ~ ~ ~ ~ 1 ~ ~ , i ) 1 ~ ~ ~ 21 669,0 661,60 661,50 CO _ . ~ ~ _ ~ 1 ~ ~ } [ ~ ~ +
..n i.~ ~1~~1r'11\IA TI/~~1 IA II rT i/ ~ 1 I ~ 'b / / ` \ SEE OFFSITE ~ ~ 66s A one au sTSmA wa ea?uNrY ANO roe sArtTr, i ,~~1 ~ DCDAAIT CCT
1"L 666.U 66"L 45 6613 ~,,U VWIINAA i iUV i vL-= i b e ~ ~ s 5c y e PLANS F01? ISSUE DATE:
I CBDI s 23666.0 662,60 COMBINATION INLET s 5,z _ - V~JLKINSON BLVD NEB 4 TOP 665.7 HEADWALL--: ION
4 7 668.70 668,60 JUNCTION BOX 1 " I , t < _ 2 6 8,50 sa, ` ROVEMENTS dT ~i _ 1 l A I~Ihk~61.44' ~l E <~E-655.91' THE ua GRO UTILITIES s~ HAW era w~ao CONSTRUCTION SET
El 666,50 661,03 660.93 COMBINATION INLET - 1C THE FROM SWIG MAKES NO INFORMATION EXISIM u~DRCUMD ISSUE DATE: UTILITIES Rgwl COMPRISE ALL SUCH UTILITIES N THE AREA, 1 \ / EITHER N ySRMCE OR ABANDONED. THE SURWYOR FURTHER DOES DRAWING NUMBER:
E2 692,65 684,39 674,80 COMBINATION INLET 6AL49, NOT WAAIUII THAT THE UNDERGROUND UTILITIES SHOWN ARE IN k \ ( THE EXACT LOCATION INDICATED. ALTHOUGH HE DOES CERTIFY THAT \ THEY ARE LOCATED AS ACCURATELY AS PGS9BLE FROM INFORMATION O 6~ ILO
son -18 P NOTE RIM ELEVATIONS SNOWN FOR CURB AVAILABLE. THE SURVEYOR HAS NOT PHYSICALLY LOCATED THE UNDERGROUND UTILITIES
~ 62.9 INLETS ARE THROAT ELEVATIONS.
VA` SP-5'v,1.~ \1 y SCALE I 60
o

~ 4 ~ ~~1?02 • •
II tf ~ REVISION S
X - PRE-BID SET POST BID SET ISSUE DATE ~ ISSUE DATE
V x x _ UPPMKR -
. t..... / i . - - X - x - x x 87'32 17 E 636.50' TOTAL / ~ DATE DESCRIPTION
x - _ - ,,,x ~ ,.c ~ ~ (108,09 .x,.R~..,.c- x - x x x x x- x x x x
~~J.MkR. f (52$..4:1) .
~
s'.. EXISTING: VEGETATION: •TO .REMAIN . . I ~ ~ ~o°.: UNf~I~~'UC?BE17: B1~EEi=R): . EXIT 26 1
_ EXIT 27
~ ~ - OE
~ ~ ; i , ~ X . ~ ~ , ~ I_RM
uc - u~ -~i / / I- - INTERSTATE 85 M ~ ~
UPLMKR ~c ~ ~ ~ - ~ N o ~ D SITE
uc ~ ~ / • 2- u~; Pi~P ~_M Jj 3~ov ~ z
--uP~MKR ~ ~ _ I-RM ~ ~ \ ~ N ~ ~ r7
/ I RM I-R ZONING ' ~ ~ WI ~ LKWSON vD, v
LI - !vE ~ . ......1 3 M i-RM Y
• .oo
~ I-RM - 15 CH N r U
2-C ~ V w • • N
I-M ~I 2-C ;~a 1-M I
~ ~ . l I-RM
. 3-S I ~ ,kai ii I N p'i°•.
IRM I ~ w ~ { A ~ I A~ °
..1 ~ ~ 1 .,..L.,,. 'C 11 - i Q ~1,'Y~ VICINI TY MAP - 7 - 1200 y~, ;
4-M I C ~ , 3-M I
I RM , 4 ..a I SEAL o~ - - - n - - - 1
~ -R _ ~ 2 0 I .I
. IRM 2. I . ~ 15-CH I S8 F~ `r ~ sR
W... , 2_C 2 C I 4~` . fi RE ~
~~.w ~ I-M I ilii1li1111111`
Q I-RM X,` k I I
~ c I-R I
~ ~ ; ~ I-RM
~ 2-C 3 M WB _ I ALL ISLANDS TO BE SODE~cD 2R I I ~ U
_ 1-RM WITH BERM DA 2 C S I U SOD I I Z U ~ - 0 ~ ~
Z ~ m 0~
a Q `~N
5? 3-GA I d? I ~ Q > p
_ ~ I I Q
I -CH I ~ I i Y ~ p
e I 4 ~ o Q U p
- . e I I N ~ ~ ~
° ~ ~ 0
_ ~ ~ 24-WB 2 RO I I ~ ~ C J~,p
I ' ~ m~
~ ~ ~ ~ Q~ Z
\ I CH ~ Q a~ > a~ 0 ~
Z I_Z .C N N W ~
PLANT LIST 5-WB 2-z W ~ ~ ~ l ~ W U
QUANTITY SYMBOL CODE SCIENTI IC NAME COMMON NAME SIZE REQUIREMENTS ,.PACING \ + + ~ ! \ ~ + lL
\ 1 + ~ ~ ACER AUTUMN FLAME 4' CALIPER, _ _ _ i PONDSCAPING SEQUENCE AND • •
30 RM RUBRUM 10' MIN. HT, AS F RED MAPLE SHOWN I_Z 15-W ~ 29" E ,
AUTUMN LAME gEg - - - - - SPECIFICATIONS FOR WETPNDS PANTS LOWESHOMEGENTERS,INC,
- _ - p r . n ~ HWY. 268 EAST, EAST DOCK _ _ _ PONDSCA IN,; S_~~_N~,E.
4' CALIPER, - 2 - - QUERCUS WILLOW , AS 2 G - 14 WO PHELLOS 10' MIN. HT. SHOWN ~ ~ ` N, WILKESBORO, NC 28659
OAK BEB - r n ~ - b b I 1. ~EMP„RaR S =~SILIZATION OF ALL DISTURBED AREAS
1 _ ACER - 2-R 2-RM 2-RO - TO BE PER~CRMEU THI 336.658,4000 (V)336.658.3257(F) - -RM ~ I , N 72 HOURS OF FINAL GRADE 2 RO 2. THE AQUAT~„ -~_aNTING WINDOW IS FROM APRI 1 T • •
4' CALIPER, AS I-N 22 SM SACCHARUM SUGAR 10' MIN. HT, O - L O THIS DRAWING IS THE PROPEiiTY OF LOWES D ~ U N E ~ 5, NOME CENTERS, INC. ANY USE DR REPRODUCTION
'LEGACY' MAPLE SHOWN gig I-NO I-NO IN WHOLE DR PART IS PROHISiTEO WRHOUT THE - ti q 3. RECONFIRM PLANTING ELEVATIONS ONE WEEK PRIOR EXPRESSED wAITIEN CONSENT OP LOWFS HOME
a , -0 CENTERS, INC. COPYRIGHT 2093 ALL RIGHTS - TO PLANTING. RESERVED
4' CALIPER, AS _ QUERCUS -e 4_ 15- 15 - 7 NO NUTTALL OAK 10' MIN. HT, SHOWN I-NO - 2-R • • I-NO 4. THE PLANTING PLAN SHOULD BE REVISED AS
NUTTALLI BEB - B - o NECESSARY, AND THE SITE SHOULD BE TAK S ED AND
I-NO 15-WB - X15-WB FLAGGEC.
% 4' CALIPER, AS 1 - I' + ~ Z ZELKOVA SERRATA GREEN VASE ~ 15-C - w S, DE-WATERrHE 1t ETLANDS 24 HOURS PRIOR TO
S ZELKOVA 10 MIN, HT, SHOWN 1 - 'GREEN VASE' BEB ~ PLANTIN 0 G,
e -2-R - 6. PLANT WETLAND.
-CH s I-NO - QUERCUS RED 4' CALIPER, AS - ~I-NO ~ 7. M H TF w I ULC AND WA ~R STOCK AS NEEDED,
26 RO 10' MIN, HT, SHOWN f ' RUBRA OAK ~ t -CH - 8, INSPECT LANDSCAPE TWICE PER YEAR. ~ ~15-CN
BEB -WB 2-RO - - IRM ~ 9. REINFORCE PANTING AT END OF FIRST AND SECOND - ! GROWING SEASON.
4' CALIPER, AS _ N m 2-RO iv 10. RESTRICT MOWING TO DESIGNATED AREAS.
GA FRAXINUS GREEN RM - I 5 W 11 10 MIN, HT, SHOWN ~ 15 I-RO • PENNSYLVANICA ASH ~ ~ ° 11. SUPRESS WEEDS, AND VINES ON TREES AND HR o ~ S UBS
BEB _ I-N ~ i - I-G -RM DURING YEARS 2 ANC 3.
CRYPTOMERIA Y HIN FULL 20' I-RM'
C JAPONICA OS 0 4'- ' MIN HT • 19 CRYPTOMERIA 6 O.C. _ 8 SM 'YOSHINO' gEB ' WETLANDS PLANTS BY PONDSCAPING ZONE PLANTS
~ SHOULD BE PLANTED IN THE PONDSCAPIN N sf GZOEAS
MAGNOLIA BRACKENS FULL - GRANDIFLORA BR, BEAUTY AS FOLLOWS:
21 M 'BRA K N R WN UTHERN 6'-8' MIN, HT. \ I CH C E S B O SO BEB SHOWN I GA I-GA 2-RO POOL DEPTH: 0'-9' HIGH MA RSH
BEAUTY' MAGNOLIA \ ~4 I-GA _ _ SPECIES (COMMON NAME) QUANTITY SIZE
~U. p H ILEX CORNUTA CARISSA 15" MIN, HT, 4' a
224 o C 'CARISSA' HOLLY 5 GAL, O.C. - _ _ ~ _ _ - COMMON THREE-SQUARE 1/10 SQ. FT. CONTAINER OR PEAT POT 1 ~ ~ LIZARD'S TAIL / 0 SQ. FT. CONTAINER OR PEAT POT
BUXUS WINTER GEM 18" MIN. HT. 3.5' I 11 8. 7
189 o WB MICROPHYLLA AL. O.C. ~~.I ~ 3-GA 'WINTER GEM' BOXWOOD 3 G ~ 3 15-C aim ~ RICE CUTGRASS 1 /10 SQ, FT. CONTAINER OR P AT ~~r~! E POT
~ NANDINA ~ ~ s a 9 ftlA13 "Fitt
° DN D ME TICA HARBOUR DWAR 8" MIN. HT, 2' \ \ s 174 0 S NANDINA 3 GAL, O.C. N 1 k~ F! r , • • - POOL DEPTH: 9 -18 LOW MARSH I ~ 0
~ 7-WO 'HARBOUR DWARF' r SPECIES COMMON NAME QUANTITY SIZE rn ( ) F
~ J ':I~~ ~ui~ m ~ DUCK POTATO 1/10 SQ. FT. CONTAINER OR PEAT POT }
'"~E+,~ ~ o ~~e; N . ~ ~ Cfl I Q PICKEREL WEED 1/10 SO. FT, CONTAINER OR PEAT POT
ss U WILD RICE 1 /10 SQ. FT. CONTAINER OR PEAT POT Lu
7 W0 ~ • ~ J ~
LCJWE S STANDARD LANDSCAPE NOTES d w O =
~ v ~ ~ l~ U e
I. ALL PLANTED AREAS SHALL RECEIVE A 3 LAYER OF SHREDDED PINE ~ c ~ _ ~
BARK MULCH OVER A 10 MIL WEED MAT EQUAL TO WEEDBLOCK" BY ~ `f `J U
EASY GARDENER OR DEWITT WEED BARRIER. ~ ~ Z m 2
2 ALL DISTURBED AREAS NOT RECEIVING PLANTINGS (INCLUDING ~ Q Z
, ~ RIGHT-OF-WAYS) SHALL BE SEEDED. J
a o
3, ALL WORK SHALL ~ DONE IN STRICT ACCORDANCE WITH DIVISION 2 ~ - W Z
OF LOWE'S STANDARD SITE SPECIFICATIONS, WETLAND AREA ~ Z
~ 4. THE OWNER OF THE PROPERTY IS RESPONSIBLE FOR THE Q ~
CONTINUED PROPER MAINTENANCE OF ALL LANSCAPING MATERIALS AND \ U Z ~ ~
SHALL KEEP THEM IN A PROPER, NEAT AND ORDERLY APPEARANCE, Oa p W Z
FREE FROM REFUSE AND DEBRIS, ALL DEAD OR UNHEALTHY PLANT WETLAN AREA J ~ CAUTION Z ~
MATERIAL SHALL BE REPLACED WITHIN 180 DAYS TO MAINTAIN THE QUALITY OF THE LANDSCAPING, IN NO INSTANCE WILL THE CITY OF w W Q W o
BELMONT BE RESPONSIBLE FOR THE MAINTENANCE OF ANY VEGETATION UTILITIES PROTECTION SERVICE J J m ~ m a
UNLESS SUCH VEGETATION IS WITHIN THE PUBLIC RIGHT-OF-WAY OF A J DAIS BEFORE DIGGING CAII • •
i~ CITY MAINTAINED STREET OR IS LOCATED ON PROPERTY OWNED BY THE TOLL FREE 1-800-632-4949 ORIGINAL ISSUE
CITY n~ nnntiT _ - - \ ~ nnrF•annm~
680 77 F=l A ONE CALL SYSTEM FOR COMMUNITY AND JOB SAFETY, I ' . PERMIT . ~.S
5. SEE LANDSCAPE DETAILS SHEET FOR ADDITIONAL LANDSCAPE F s' ~~I J SET CAUTION ISSUE DATE:
NOTES. 681ss THE LIDEROROUD U7IUMES SHOM HAW KEN LOCATED CONSTRUCTION SET
FROM FIELD SURVEY (FORMATION AND EXISTING DRAWINGS. THE SJRVEYCR MAKES NO GUARANTEE THAT THE UNDERGROUND ISSUE DATE:
UTU7ES 940M COMPRISE ALL SUCH UTILITIES NNE AREA, OTHER N SERVICE M ABANDONED, THE SURVEYOR FURTHER DOS NOT NANRAN7 THAT THE UNDERGROUND UTILITIES SHORN ARE IM DRAWING NUMBER:
THE EXACT LOCATION INDICATED, ALTHOUGH HE DOS CERTIFY THAT THEY ARE LOCATED AS ACCURATELY AS POSSIBLE FROM NiORMATIM AVAILABLE. THE SURVEYOR HAS NOT PHYSICALLY LOCATED THE O 6O In
UNDERGROUND UTILITIES LO
- 76 662.93 s n
6,5 SP-7 SCALE 1' 60'

• •
_ k ~ j VI IONS RE PRE-BID SET POST BID SET
EXISTING TREES WITH IN THE 50 x ~ . ~ k - , ~ x LANDSCAPE BUFFER TO REMAIN ISSUE DATE ~ ISSUE DATE
i.... X _ ~~P~ti~~~;R ~ i r DATE DESCRIPTION
~ ~ ~ r ~ e i v,.:~:~ t. i..~, I~ I .I. ~ , . - (J X7.52'17" E 636.50 TOTAL_ ~i~nvIv~
- - x ~ 1.. 1. ~ ' ~ ~ ~ - x --~-==x- x - x ~ x x,- x - - _ _ ~ / I ` 11 i 108.091 ;~x r ~ x ~-x x-xxx x--X- ~...~r. ~ ~ - -
~~v _ ~ 1. ~ ~ ~ ~ ~ ~ i Irll}r~~ a i~ ~ r _ .i I
~ ~ ~ ~ I , rn Y, ~ ~ ~,50 LANDSCAPE ~T ~ ~ ~ THE 50 LANDSCAPE BUFFER IS TO ~a , , r.~s~s~v,, t~ . ! a. ~ r l , , ~ ~ , , , ~MP~R-a~Y ~ sLO~E , , r ~ ~ . ~ ~ r ;.~~,.~,r+.. ...l.a..... ..L........i...~...., , i ~l ,
Q ~:a ~ t ~ ` ~ " BUFFER~~ r REMAIN COMPLETELY UND S URBED ; ~J \ ~ 6 ~ ~ LI .ITS , ~ I T IT ~ ~ . ~ _QR~,f~l,, &24.,~ D1A, ~~~3~,p0~, ~ ~ ~ ~ 1~ ~ ; / ; ~ ~ ~ E~(IT 26 I i ...~.~.1.~.~: ~ ~ G i ~ ~
~ MINT, LD..E) DI T... -NC1E~. DURING CONSTRUCTION STi,~~BA~~CE : < v , A X ~ x. , / r...... ~CE..} a .....~.~.~.~.~I~.~.~r.~.~ .~.~.~1~.~.~:~~ . i ~.....~..f.. i EXIT 27
`1~ ~ . \ EXISTING TREES ~ ~ ,r-/ I - ~
~o ~ ~ ~ I ~ " ~ ~h l . A . ~ k~~ €1~1 ; ~,m ,s1c.,, tna\ i v . ~ ; v WITH IN THE 5C' ~ - ~ ~ ~ ~ i I I i b ~ I ~ T R TATE 85 i I IN E S ~ ~ i ~ ,
C~ ~ `I i - LAN APE B FFE ~ ~ 1 I vv~ ~ v. OSC U - 1 ~ i I~ ~ i i~ ! Q _ ~ , i
uc ~ \ ~ i 'f~ n ~ ~v I Geo. , - ' V 1 i ~ _ ` ~ ; ;TOE R~M,AIN'~~~ ~ ~ _ v. ,1 v ~ ~ ~ ~ i ~ - - _ _ _ _ ~ SITE ~ ~ ~ _ -
( ~ S -f-~,~ i, ) z ~ I / j ~ ~ ~ ~ ~ ~ ~ ~
- ~ ~ ~ ~ ~ STONE CNEC~ ~ ~ _ ~ y ~ ~ i T I w ~ ~ , --t~RO SCI . - - ` ~ / ~ DAM SPA ' ~ I ~ ~ ~ ~ ~ I~ I~
~ ~ ; / , I~ ~ LKINSON VD. Q
,rl ~ y v ~ ~ \ ~ I r - - ~ ~ SILT FEN~E 1,~ ~ v b= i ~ In Q . ~ ~ --Q / ~ ~ r~ I ~ _
PRIOR ~0 ANY ~ r ~ f ~ ~ ~ ~ _ ' '
RADIN(~ OR L G. ~ , ~ TQ~SOIL-__ ~ , i /
Ef~T BA IN 'I~~ .~~T~ ~ ~ , ~ , ~ IL -7~y~~~ ~ >=~FISTIN~~'REES WITH i ' ~ / -gyp S j.. ~ f.,, ~ ~ 1 ~ { .i ~ ST~~' r~_ --i - ~ / ~ ~ ~ i / ~ % / ~ r_
BEz C NSTRI.J~TE ~ ~ ~ " - - r'CIMITS OF_ DIET BANCE ; i - tt I . ' i ~ i t ' 1 r ~ ~ / / ~ , ~ TQ BE REMOVED r i ~ i ~ ~ r i J Z M~~ ~ ~ f~ I
~ ~ _ , i / ~ / ri~i ~~~~Nyebq
LIMIT, OF ~ .tt ~ _ \ ~ ~ , / , ~ - SILT,F~NCE ~ ~ i ~ i ~ 1 ~ I I ~ I N "i i ~ I~ H CAR •a i ~ i ~ l i ~ ~
~ yli . I ~ € x 1 ~ i ~~F ~ y , ~ ~ ! , ~ • y; I ~ ~ ~ i ~ - _ rr _ i • ~ y
i PIPEIRISER INLET ~ ~ , ! ( I . ~fE~'4~ X r"~ , ~ ~ ~ ~ ~ ~ i ~ ~ ~ ~ VICINITY MAP 7 7200 J ~ i ~ ~
ROTECTION r k ~ I , ~ . ~ ; I ~ ~EDIp4Oj TRACK ~ ' ~ i J ~ ~ / ~ N ~ r ~I~ i ~ ~ v i ~ i r l
B ~ ~ I Q ~'I ~ IN1E T ( ~ ~ ~ ~ ~ j~ ~ SEf~ dVAL ,%,~OSION ~ r ~ ~ = r 4 i ~ ~ I ~ i= ~ ~ ~ ~ i
-RAP AP ON ~ ~ ~ ~ v iv ~ ~ ~ ~ i a t i tt r ~ ~ ~ i h i A ~ , I f ~ i r ~ ~ r 0.' ~ i ~ ~ ~ ~N ~
LEVEL i SPREADS ~ , v.. i ~ I ~ O'SEE~INC~ ~ - v ~ i v y~..... s;~ I ~ ~ . _ ~ ~ r ~ I I~. ~ ~ ~ ~ ~ ~ ~ ~ ~ s .
~ ~ ~ i ~ ~ i IOR.O~^' ~ FRE~,,,, 1 ~ ~?rit?rr~~~"'
< ~ ~ ~ ~ ~ % / DIM ,~A3 , ~ ul~, ~ , / ~ i i ~ WATE COU SE ~ ~~a. ~ e~ ~ ~ ~ ~ i a.. ~ i i ( ~ _ I, EROSION DISTURBING ACTIVITIES SHALL NOT COMMENCE
\ ~ , r) - i PREDEVELO~M~f~T N ~ ~ / ~ i ~ ~ ~ ` t~ _ Y ~ORARY SLOP ~ 1 ~~A ~ 9,g A~Cv ~ ' ~ ~ ~ ~ ~ ~ I ~ ~ ~ ~ ~I ~ _ / , ~ ~ ~ ~ , ~ i I UNTIL APPROVAL TO DO SO HAS BEEN RECEIVED BY
~ _ _ _ l , r ~ ~ / , I v ~ ~ a.~; '~R,~IN (24 DIA, 33.~J~ _ _ ~ 'UME RlsQUI i • 17,100 CF r / ~ , ~ , T GOVERNING AUTHORITIES (INCLUDING STORMWATER ~ I EXISTING WALMAR
Q ~ ~~:rs: ~ MI,~1, ~ ~ _ - Vk?trME~ PR~VtD~ ~ 180,11,5 C~ ~ , V 'v ~ ~ - q ~ ~ ~ ~ FFE 694,00 POLLUTION PREVENTION PLAN PER SECTION 800 OF
_ ~ , A -v'~ ~ ~ STOP CHEG'iC _ BO~TbM--BLE~. r '11, 0 ~ r r 1 ~ 1..~, f~IVEf~S10N ~ - I - ~ ~ _ ~ i ~ LOWE S DEVELOPMENT CRITERIA), THE GENERAL 0~ ~ - U 0 ~ ~ ~ ~ i ~ CONTRACTOR SHALL STRICTLY ADHERE TO THE ~
\ + ' T --[~Afvl ~ FACED- - , ~OFf ELE~V: _ ;~7 0 / r r~ ' ~ ~ I APPROVED NPDES SWPP DRAWINGS DURING ~ m'~
~ / , n i PFD, C~ETAIL tTYP~',, _ E~" ELE~I; 67 0,~ / i LIMITS OF Z .C ~ ~
I, AFTER PERMITS HAVE BEEN OBTAINED AND ~r I ~ ~ ~ r ( ~ ~ DISTURBANCE CONSTRUCTION OPERATIONS. ~ ~ N ~ j Q ~ ~ 1 i ~ SILT ~ Q> p
SF ~ ~ ` I - - ~ ~ ~ - \ ~ ~ ` ~ EROSION CONTROL MEASURES INSTALLED, THE , ~ ~ _ ~ i ~ ~ , ~ ~ _ _ , , . ~ ~ ~ ~ ~ _ ~ F 2, NO LAND CLEARING OR GRADING SHALL BEGIN UNTIL ~ Q ~ i ~ ~ ~ ENCE ALL EROSION CONTROL MEASURES HAVE BEEN INSTALLED, -
CONTRACTOR SHALL GRADE BUILDING PAD, GARDEN ~ ~ ~ , - ~ ~ ~ ~ - ~ _ _ -'-s ~ L 1 - - - - ~i, ~ ' I ~ ~ p ~
CENTER AND APRONS TO 0,5" OF 5UBGRADE AS ~ , ~ ~ , ~ ~ ~ _ ~ ~ EMP ARY ~ - = i ~ ~~,'i/~ 1~1 m m Q , , ~ ~ ~ p D
PER DIVISION 2 COMPACTION SPECIFICATIONS, y ~ ~ ~ ~ TABA IZED I 'I 1 r `~i ~ „ ~ 3, ALL EXPOSED AREAS SHALL BE SEEDED AS SPECIFIED Q ~ p U ~ ~1~,T,' " Il - WITHIN l4 DAYS OF FINAL GRADING, ~L ~ }
~ ONST~ CTI01 ' ~ BARRICA ` ~~i i r ~ ~ C ~
2. IMMEDIATELY APPLY AND COMPACT STONE BASE ~ ~ - E(JTRANC~'~ v BARRICA F R BUILDING PAD TO ± 0 - 0.5" OF CONCRETE ~i h~;>~~, ~ ~ ~ ~ ~ ' VIDE GRA EL DRIV i` ~ ~ - 4 SHOULD CONSTRUCTION STOP FOR LONGER THAN 14
SUBGRADE AS PER DIVISION 2 SPECIFICATIONS. - ~ ~ ` ~ ~ ~ ~ - ~ ` FOR AD ACC STONE rHECK" ~ / ~ - C J ~ 0 aNE ~ HECK / ~ DAYS, THE SITE SHALL BE SEEDED AS SPECIFIED, d ~ ~
1 ~ ~ ~ ~ ~ i I DAM SPACED PRI R T EXCAVATING ~ ~ ~~1. ~ ~ ~ ~v r'~ i ~ I STONE SHALL BE APPLED 0 0 ' 1~ ~ ~ ~ ~ tii PACED ' / _ ~ s , ~ ~
~ - ~ ~ ~ ~ I INTERIOR AND PERIMETER FOOTINGS. ~ ~ ~ S WIDE ~ - 1 i ( PEA DETAIL (T ~ ~ ( I ~ ~ ~ D TAL (TYF~,~ ~ ~ ~ ~ ~ - 5, MAINTAIN EROSION CONTROL MEASURES AFTER EACH ~ ~ i ~ ~
I GRAVEL IVE ~ ~ ~ i ` ~ - ~ - ~ r'~ ~ -I- l-, r ~ _ ~ ~ - ~ ~ ~ ' ~ ~ ~ ~ ~ ~ ~ I ~ RAIN EVENT AND AT LEAST ONCE A WEEK. Z ~ a` i _ Q ~ >
r ~ ~ \ ~ ~ I ~ _ ~ ~ ~ I ~ ~ ~ CON RE~TE I ~ ~ ~ - _ I J .C N d) - - lL ~ 6. THIS PLAN SHALL NOT BE CONSIDERED ALL INCLUSIVE W
< ~ y. ~ ~ ; ~ Iii ~ - - ~ ~ iWASNOUT ARE v ::a~~ _ ~ N - i~ ~ AS THE CONTRACTOR SHALL TAKE ALL NECESSARY W C
- T TIN WPP 1 ~ ~ ~ ii r ~ , I, OBTAIN ALL NECESSARY PERMITS ~ APPROVALS. CALL FOR PRE CONS RUC 0 S i i li ~ I ~ , ~ - -PRECAUTIONS TO PREVENT I EDIMENT FR M EA IN ~ ~ ~ I SOL S 0 L V G
1 ~ CONTRACT R ~0 ENURE, ~ l MEETING BEFORE ANY LAND DISTURBING ACTIVITY OCCURS, ~ \ - ~ , THE SITE.
~ 1 \ ~ ~ DIVERSION ~I~CI~ DRAINS ~ ` ~ - v \ ~i ~ ~ ~ ~ ~ - TO 61ME ~ A IN. ' • • ~
2, INSTALL TEMPORARY CONSTRUCTION ENTRANCE AT THE LOCATION SHOWN, i ~ ~ ~ . \ I/ ~ \ t ~ _ ~ _--7, CONTRACTOR SHALL COMPLY WITH ALL STATE AND LOWE'S HOME CENTERS INC. N 8,2q~, ~ ~ _ I - _ ~ _ _ ~ ; ~ < ~ ~ / LOCAL ORDINANCES TEAT APPLY.
-~~--~----~r - - - i F --~---~~F _ _ - HWY. 268 EAST, EAST DOCK
3, INSTALL INLET PROTECTION ON ALL EXISTING INLETS AS SHOWN, - ~ ; 4' \ ~ .r -r•, ~ agx ' ~ ~ ~ , r.~ _ --r- --T ~ S ~ Ti ~ I KESBORO NC 28659 (VERSION 1 ~ I ~ ~ 8. ADDi ~ ONAL ~RO~I~N AND SEDIMENT CONTROL N, W L ,
~ . 4, ESTABLISH LIMITS OF DISTURBANCE AND INSTALL SILT FENCE WHERE SHOWN, ~ . ~ ~ ~ - _ ~ y nITCH I ~ ~ ~~~~a.~ ~ MEASURES W'~_'_ BE I\STALLED IF DEEMED NECESSARY BY
' ~ ~ ~ i~ ~ ON-SITE INS=CONS 336.fi58.4000 (V) 336.658.3257 (F) _ , -EXISTING STORM ~ , ~ ~ ~ ~a,l ~
5, CLEAR FOR EROSION CONTROL MEASURES, DIVERSION DITCHES AND TEMPORARY ~ ~ STRUCTURE ~ ° ~ ~ ~ THIS ~RAIMNG IS TFiE PROPERTY OF LOWER I 1 1 "1 ~ T
SEDIMENT BASIN. - ~ ` ~ i 1 ~ i _ , sT~JN1E cH~~~ 1 ,RIM= 692.53 ~ $ 9. IF INSTALLATION Or STORM DRAINAGE SYSTEM SHOULD Ha,~ECENTERS,INC.ANYUSeoRRePRaoucroN - ' ~ I ~ ~ ~ IN WHOLE OR PAR7IS PROHIBITED WRHOUT THE
a FUTURE HOME ~ DAM ~PA~ED , 1 IE IN= 684,39 ~ Lm,~, ~ BE INTERRUPTED BY WEATHER OR NIGHTFALL, THE PIPE owRESSeon~RI7rENCOnsErrtoFLOwesHOn~
6. EXCAVATE FOR THE SEDIMENT BASIN, INSTALL RISER STRUCTURE AND OUTLET PIPE o 1 _66j OF COWES SIGN 1 ~_~~TAIL' QTII'P) ~ ~~~~:~L-A`~ER ~OM~?AC~TE=D - TALL LEVEL PREADER AT THE OUTFACE OF THE OUTLET PIPE FOR ~ ` ~ 1 "D~ SUPER ~ ~ IE OUT= 674,79 ~ ~ ' / ~ ENDS SHALL BE COVERED WITH FILTER FABRIC, RES R~oNO'00PTR1G"`z°°aALLRIGHTS - - . •
FROM THE BASIN. INS S ~ ~ ~ ;GRI~i~IS ,STONE T TIN IN TALL A HORSESHOE SHAPED STONE FILTER RING AT THE RISER ~~b v ~ ; - ~IVERSION 1 ~ ~ . ~ _ OUTLET PRO EC 0 , S I ~ ~ _ _ _ _ ~ , ~ SILT FENCE , ~ %1 - ~ ~ ' . ~ 10. COMPACT i~ MAINTAIN 30 000 F OF 6" THICK ~ S
F I T PR TECTION AS SHOWN, SEE POND SECTION iJ RISER DRAWING ~ ~ ~ ~ v ITCH 1 1 ~ ~ ~ ~ ~ ~ ~ STRUCTURE OR NLE 0 ~ ~ ~ \ , 1 ,1 ~ ~ ~ ~ T STONE '~1A ERIAL FQR LAYDOWN AREA ~ 25' WIDE
T R D RIN EDIMENT CONDITIONS. APPLY TEMPORARY ~ ~ 1 1 FOR TREATMENT OF RISER STRUC U E U G S I v ~ 1~ ~ ~ ~ ~ ~ ~ , / N . SANITATION I ACCESS RCAD TO SU~LDING, COORDINATE LOCATION OF
- ~ ~ SEEDING ON DISTURBED AREAS AS REQUIRED, ~ v ~ ~ / ~ ~ ~ ~ • - FACILITIES i - LAYDOWN AREA VVI?H WE' PR JECT MANAGER, J S 0 ~
- - V I i ~ ~ . ~ \ i - ~ SOLID WASTE - Il T
A T ELEVATION IN THE SEDIMENT BASIN. SEDIMENT MUST BE REMOVED ~ ~ ~ ~ ~ - ~ ~ ~ '~~p 7. STAKE CLE NOU v ~ ~ C ~ . RECEPTACLES ~ II. GENERAL CONTRAC OR SHALL BE RESPONSIBLE TO
A H THE CLEANOUT ELEVATION IN ORDER FOR THE BASIN TO FUNCTION ~ v ~II , ~ ` ' ~~P ~ : ONCE IT RE C ES ~ \ ; ~ , v y, ~ ~ 1 F T RAGE ~ ~ ~ ~ i ' ~ ~ ~ ~ ~ ' r~, ~iy TAKE WHATEVER MEANS NECESSARY TO ESTABLISH UEL S 0 i ~ 1 ~ ~ / I PERMANENT SOIL STAB!~IZATION,
PROPERLY, v ~ ~ 1 ~ 1 1 ~ ,i- AREA, BERM ~ i - ~ ~ ~ ~
H W T DIRECT RUN-OFF TO THE TEMPORARY ~ \ ~ ~ v, ~ ~ ~ ~ ~ 'V ~ ~ ~ ` ` ~ I ~ ~ 8. INSTALL DIVERSION DITCHES ASS 0 N 0 \ R i, AROUND STORAGE ~ ~ ~ ~ ~ ~ 12. SEDIMENT SHALL BE REMOVED FROM THE SEDIMENT
~ ~ , 1, LIMITS OF ~ SEDIMENT BASIN. APPLY TEMPORARY SEEDING AS REQUIRED. , ~ ~ ' ' D1S~ URBANCF= I TANKS AND LINE ~ J 1 'r ~ BASIN BEFORE IT IS 25~ FULL AND FROM SILT FENCE WITH APPROVED ~ l_, ~ ~ ~ -
~ ~ t A ~ TEMPORARY SLR to ~ ~ \ WHEN SEDIMENT REACuES I/3 THE HEIGHT OF THE SILT o MATERIAL ~ 1~
I N DIT HE ARE DIRECTING ~ ~ ~ ~ ~ ~ ~ ,~SIJPER'~~ 9, ONCE SEDIMENT BASIN HAS BEEN INSTALLED AND DIVERS 0 C S ~ FENCE,
N- FF T WARD EDIMENT BASIN, BEGIN MASS CLEARING ~ GRUBBING (INCLUDING ~ ~ ~ \ I SILT FENCE RU 0 0 S S A ~ i! ~ ~ 3, `b MII<l,_ COPE) ~ EXISTING WAL-MART \ ~ :OPE) - TEMPORARY ~ % ~ , A K ~ 'POND TO REMAIN ~ ; ~ 13, ALL WORK TO BE DONE IN STRICT ACCORDANCE
DEMOLITION) AND MASS GRADING OPERATIONS. APPLY TEMPORARY SEEDING ON DISTURBED y \ ~ ~ i ~ ~ SEEDING TRAC
AREAS AS REQUIRED, ~ _ - - ONI~ ~ ~ ~ A A ~ R ION ~AS LONG AS ~ ~ ~ ~ WITH DIVISION 2 OF THE SITEWORK SPECIFICATIONS. WALKING, E OS I
AR A NCE GRADES ALLOW. ~ ~ i ~ ~ ~ 10, INSTALL 30,000 SF STONE LAYDOWN E 0 CONTROL BLANKET ~ PRACTICAL. ~ ' ~ CONTRACTOR TO ~ 14, CONTRACTOR SHALL INSPECT, REPAIR AND ADD - ~ HYDROSEEDING ~
~ ENSURE BASIN 2 ~ STONE TO TEMPORARY CONSTRUCTION ENTRANCES ONCE
II, COMMENCE WITH PHASE II, ~ ~v ~ ~ SED MEf~ , V\ ~ - ~ ~ TEMPORARY SLOPE iINCOMPLETE PRIOR ~ THEY BECOME SATURATED WITH MUD 70 ENSURE THEY
' DRAIN (24" DIA. TO FILLING OF ~ ~ ' NT Y F I ~ / CO INUALL UNCTION AS INTENDED, 1--
I ~ I A ~ ~ - ~~Ska~PE~-- - ~ EXISTING WM, BASIN " - - / ~ ~ 15, TOPSOIL STOCKPILE SHALL BE GRADED TO DRAIN AND
f ~ - I ~ A, y ' ~ S.W.P,P. LEGEND Q ~ ~ ~ I ~ ~ PRIOR 1 MANY MASS ~ ' I ~ / / SEED WITH TEMPORARY SEED MIXTURE.
Y u~~ GRADING OR L I ~ ~
Ex6SIIC;f PROPOSED DESCRIPTION _ ~ \~I ~ ~ ~ 1 ~ ~ ~ I, T - p~- COr1T0UR L~I~ ~ ~ 1 ~ ' - EDIMENT BASIN MUST ~ ~ s::' S 16. SILT REMOVED FROM THE TEMPORARY SEDIMENT ~ ~
STORM DRAIN L~ ~l \ ,1 ~ v ) > ~ ~E CONSTRUCTED AS i ~ BASIN AND FROM BEHIND THE SILT FENCE SHALL BE ~ ~ ~
~ > ~ ~ ~ ~ V1A V~ ~ I SHOWN i I , ' ~ PLACED ON THE TOPSOIL STOCKPILE. ~ ~ i I~ m
- R lT FENCF ~ \ P, 1~ ~ I ~ ~ ssF s~ s ~ ~ ~ ~ 1 ss ~ ~ ~ ~ IPE/RISER INLET I I / Q
1 ~ i ~ s DIVERSION DITCH ~ ~,-659-~~ ~ I I i' ~ PRO TION I ",I 17. ALL SLOPES 3~1 AND STEEPER SHALL RECEIVE CURLEX m c~ ~ Z o
' SUPER '~I EROSION CONTROL MATTING OR APPROVED EQUAL AND W u~ ~ TRACK WALKING, J Y
LIMITS OF DISTLRBANCE ~)j '~I J ~ ~ Ir ~ ~ /6 ~ V -1' III ~ ,A. ~ I ~ / ; , 662' ~ 6 ~ ~ ~ - ~ j4~ ~ 1LT FENCE ~ / w
1N.ET PROTECTION I ~ ~ ~ ~ , ~ ~ ~ F I ~ ~ - ~ ~ ~ Q z E LIMITS OF, ~I 'I / ~ 18. SEDIMENT AND EROSION CONTROL MEASURES SHALL Z ~ i - - ~
LINE TABLE y ~ v v i ~ DISTURBAf~CE ~ BE INSPECTED AT LEAST ONCE EVERY 7 DAYS AND Q ~
® STONE CHECK DAM ` ~ ~ I ~ ~ ~ ~ \y ~ ~ ~ ~ LINE LENGTH BEARING ~ ~ ~ , ~ r~ ~ ~ ~ F F IN J ~ WITHIN 24 HOURS 0 A RAIN ALL EVENT EXCEED G 05" m U
> STONE RLTER RNG - ~ ~ ~ , l;/ ~ ~ I ~ ~ 0. P I FR ENTLY IF _ ~ ALL WORK SHALL BE DURING A 24 HOUR ER OD OR MORE EQU ~
L1 20,25 S 87 28 29 W ~ ~ ,y~~ ~ ~ r ! ~ ~ A ~ ~ -66~ ~ '.r a I, ~ v ~ X665 - ~ V V \ REQUIRED BY GOVERNING NPDES GENERAL PERMIT, ALL = m NE IN TRI T z -easlN 2 - - DO S C
L2 28.22 S 87'28 29 W carvsmucnoN e~mA>ucE v ~ ~ ' \ v ~ ~ ~ ' ,~_';r ~~1~ ~ ~ ~ Q v ~ ~ MAINTENANCE REQUIRED BY INSPECTION SHALL Q. ~ ~ - ACCORDANCE WITH COMMMENCE WITHIN 24 HOURS AND COMPLETED WITHIN
L3 N 08'30 25 W ` ~ ~ ",,i ~ ~ ~ ~ ~ ~~r , 89,28 v v~ ~ - v v v v , ~ = OI~IN~I ~ v vV % ~ - ~ v v I~~I~I v iy -~-d.~ CL o ~ DIVISION 2 OF LOWS S 48 HOURS OF REPORT, DAMAGED OR INEFFECTIVE
L4 53,16 N 16'37 28 W ~AYOOwN aeeA v v ~ v , , ~ ~ ~ ~ ~ DEVICE HALL BE RE AIRED OR REPLACED A„ STANDARD SITEWORK S S Z
1 ~ I 1 ; ~ ~ ~ ~ ,-z 1 L5 97.99 N 25'03 09 W i ~ ~ ~ ~ I I _ _ ~ ,v SPECIFICATIONS NECESSARY, w
~ ~ PERMANENT SEEDS ~ ~ ~ ! ~ ~ i I ~ ~lE TLA~D , , ~ L6 63.61 N 30'13 43 W v v , ~ ~ / ~ v ~ REa ~ 1, ~
L7 24.42 N 65'57'10 W ~ ; i ~ ~ i l ~ v ~ ~ ,v ~ , TEMPORARY 5~ ~r 19, ALL WORK SHALL BE DONE IN STRICT ACCORDANCE Z
L8 34.32 S 02'31 31 E %F ~ h-LIMITS ~ ~ ~ ~ ~ I I i A ~ c ~ W WITH THE SITEWORK SPECIFICATIONS, (n c W
UP Rv - '~~i ss \ ~ e~,,~, 65, a ~ ~ ; I ii i ~ DISTURBANCE ~ ~ ~ tt W z u ~ ~ ~ BASIN 2
ILA FENCE ~ ~ r v v 1 ~ ~ wEr~AN~ ~ ~ ~ SEDIMENT BASIN 2 I ~ ~ ~ ` ~ ~ ~ ~ ' I ~ I I ~ ~ ` ~6s~, ~ PR EVELOPMENT DRA CURVE TABLE ~ ;:,,,~~I ~ ~ i ~ ~ `aUPfsR ~ r ~ AREA v ED AIN E ~**CAUTION*** NOTE= TEMPORARY UTILITIES (WATER, Q J W >PMENT DR AG W
I r r r. ti.~ A ~ F ~ V AREA• 7.0 AC CURVE RADIUS LENGTH TANGENT CHORD BEARING DELTA I ; I ~ 1SILT ~E ~ AC = Q W o ELECTRIC ~ PHONE) SHALL BE EXTENDED TO
I ~ l( ~ 1 , ' ~ ~ ; ~ ; , ~ _ .s - _ _ ~ ~ A v a ~ , \6 VOLUME REQUIRED ~ i ~ \ v s C1 TIE 465.00 93.49 46.90 93,33 S 71'42 45 E 11 31 08 i I ~ ~ _ _v~ " ii v V v ~ \ ~ VOLUME PROVIDED J ~m _GIUIRED 12,600 UTILITIES PROTECTION SERwCE a. d
a - ~I~ r > A ~ 1 C2 4 ' 7 18" E 44'39 44 - _ I v \ ~ LOWS S LAYDOWN AREA BY CONTRACTOR • • ROVIDED 76,925 ORIGINAL ISSUE
315,00 245,54 129.39 239.37' S 33 ~ 1 ~ TT M ELEV. - 670.E -=Y=--~ ~ ~ ~ I ~ > v ~ ~ a ~ BO 0 LEV. - 670.00 tai ~~0-8pp-632-4949 676.00 _ - _ _ _ DATE: 6120/06
C3 3A5.(l0 478.66 275.81 448,42' N 56°54 29 W 71'14 05 ~ , ~ ~ ? ~ I. ~ ! ~ ~ ~ TOP ELEV. - 676.00
I - Sic N f I\, I C.O. ELEV, 672.00 C4 47' 74' 7,47' N 88°09'15" E 1'21'32" O" e ~-UWCS • 672.00 A ONE CAFE SYSTIN FOR COWAUMTT AMU JW Wt IT, PERMIT ET
315,00 7. 3, ,s o. y N LOC4716N L ISSUE DATE: CAUTION MAINTENANCE STATEMENT \ THE UNDERCROUD UTILITIES SNOW HAVE BEEN LOCATED EROSION CONTROL MEASURES WILL BE MAINTAINED CONSTRUCTION SET
C5 2994,79 473.47 237,23 472,97 S 87-54'33" E 9'03 30 ~ az ~ ICI
3 I ~ 1 s i 1 AA FROM rIEED aAIVEV NroaNAnw AND EXISTING DRAWINGS. V' THE SURVEYOR NUKES NO GUARANTEE THAT THE UNDERGROUND AT ALL TIMES. IF FULL IMPLEMENTATION OF THE ISSUE DATE: l UTUIES SHOM CONPRA L SUCH UTILITIES IN TMER~.
EITHER N SERVICE OR ABANDONED. THE SURVEYOR rU DOES APPROVED PLAN DOES NOT PROVIDE FOR DRAWING NUMBER: NOT WARRANT THAT THE UNDERGROUND UTILITIES SHORN ARE IN
67.49 s~45' t' ( THE EXACT LOCATION IDICATEED ALTHOUGH POSSIBLE ES CERTI" THAT EFFECTIVE EROSION CONTROL, ADDITIONAL EROSION MET ARE LOCATED As ACCU m ~ ~ AVAILABLE. THE SURVEYOR HAS NOT EHIYSDALEY LOCATED THE
UNDERGROUND UTILITIES CONTROL MEASURES SHALL BE IMPLEMENTED TO 0 60 120
/ / - - E?F~ 4 662.93 CONTROL OR TREAT THE SEDIMENT SOURCE, SP-8 SCALE I" 60'
a /

• ~
r ~ ~I ~ (I J,~ UJT E i' 1 ~ , ~ I~~ ~ x _ ~ I I ~U~ , t • •
~ EXISTING TREES WITH IN THE 50' REVISION S
. ~ x ~ x - LANDSCAPE BUFFER TO REMAIN PRE-BID SET POST BID SET ISSUE DATE ~ ISSUE DATE
~ ~ - ~ ~ ~ ~r~~.~ ~ ~t x ~ ~ ~a.~, ~ ~ _ _ N ~I',5~ 1 i E 6.IE~.50 TOiA~ ±,r~ ~~~~r~~°,~ DATE DESCRIPTION
: _ ~ ~ ~ v. I.. n _ - { k.~x_~x x x-x-x-x - x -x= -
r ~ m ; 50 LANDSCA E - ~ ~ i~.i!.t~ , J / I f . I . f ..C ~ 1.. ~ ~ 1 l
N r i i i , 1.. ~ ~ f \ E 50' LANDSCAPE BUFFER IS TO - ~ `sgs~f _l.:r...~. Q ~;a\~.~ ~ s..a r.~.BUFFER~~, ~ ~ ~ LI IT l 1 t..r:..... ~ I:...~....~, 1/ ~ !l.'.'.'~~.','!.'.1.'.'.. ~ - i I ~~1 1 I
~ . ~ . a ~ i~t ti~ ~ _ _ ~ ~ ~ ~ b~~, ~ ~ ...1.. ~ ~ S ! REMAIN COMPLETELY UNDISTURBED i` ~~;11~!IITS~ ~ ~ ~ ~ ~ DI~T ~NC~ DURING CONSTRUCTION f T 1 ~ i ~ ~ ~ . ( EXIT 26 r..S f .'.1..:.,''.'. i.'.'.'~.. ~ i
~ 1..... ...C.~..,. ~ , N TR - ~ • ~ S G EES ~ ~ r~~ l !...l...L..:, ..~.m ..1..~.1.~..~~!~ ~ ~ ~ EXIT 27
~ ~ - J ,G ~ ~ WITH IN THE 5 ~ ~ ~ i I
~r x' a ~ ~ r ~ F~ ~ ~ 2. ~ Y i / ~ - / e , LANDSCAPE BUFFS : _ ~ ~ y T 5 A 8 T E TR
INES IPA I;; ~ N ~
-O~'ANGE- ~ . ~ ' Q r a` ; i IP ~ _ _ _ ~ ~ i a ' L D ' - SITE
r , ~ROT€QII ~ ~ ~ ~ ~ ~ > 1 t - - - / ~ I~, ~ ~ ~ -
~WI~ ~I~rn ~ ~ ~ ~ _
~ ~ ~ ~ ~ 3' S46 STRIP TYP, ~ ~ , SI T FENOE ~ • ~ ~ ~ , ~ WILK ,.v - - WSON BLVD. Q
BEWIND-..ALL CURB LIf~ES`~ ~ ~ ~ , E~iPQ A Y / ~ ~ _ i - ~ Q
~ i h ~ ~ ~ . ~ r~ - ~ II - - o-~ ii ~ ~ ~
~ ~ ~ ' ~ ~ ~ _ T~E'~ _ ~ - ~ ~ I~ r JIII IP r ~ ~ ~
Ul ~ ~ _ r t~ STO~~' 1 ~ _ ~ ~ ~ ~ , r ~ ~ u - - ~ - r ~ u ~ ~ • ~
S - ' ~ ~ ~ „ ~ ~ i r ~~~i ~ , p ~ I r i ~ / r ~ / s ~ , ~ ~ ~ ~~~n
- _ 0 ~i ~ i - ,i _ S ~ ~ ~ / i ~ ~ ~I
DISTURBANCE ; ~i , I / _ ~ ~ I ~.o, r ~ i+ ~ ~~~nN~
i i ~ - r I ~'"rr
i PIPE/RISER INLET ~ ~ / ~ i i r l RoTECTION ~ ' ~ ~ ~ / r i rr J r~ ~ , ~ ~ , VICINITY MAP - 7 - 7200 ~ f s~op•,~9
Q v I l5~ ~ / ~ r~ r l / i \ , ~ ~ ~ - ,
i i r . - ~ ~ r ~ i ~ t i ~ r , ~ ~ ~ ' ~ 1 i ~ ~ , SEAL
L EL ~ SPREADER ~ ~..i ~ , ~ ~ ~'~l ` ( ` r r ~ ~ ~ f I I i i ~ ~ ~ ~ ~ ~ rl - e r r ~ i ~ I i ~1 ._r_ ~ 1 C ~ ~.e~ I
~ ; ) i r r ~ ~ ~ rfj.
COU~SE ~ i i I FS yP. _ , i ~ ~
~ ~ I~ ~ 691 ~ / i , ~ ~ ~.i ~ ~ ~ r r i~ I, ER i N I T
r r 1 ~ _ i ~ i ~ / i / I ~ ~ ~ ~ I OS 0 D S UUBING ACTIVITIES SHALL NOT COMMENCE ~ ~ ~ ~ ~i " ' UNTIL APPROVAL TO DO SO NA BEEN
` ~ , a _ - _ , - ~ ~ ~ >1 - - r ~ r - S RECEIVED BY ; EXISTING WALMART GOVERNING AUTHORITIES (INCLUDING STORMWATER
~ ~ l 70 ~ ~ ISL~ND~ _ TO r ' ~ ~ - _ r i ~ l r . ~ ~ ~ ~ ~ , ~Ef;EIVE,SOD T~PI ~ l r r ~ ~ ~ - i r ~ _ _ _ FFE 694,00 POLLUTION PREVENTION PLAN PER SECTION 800 OF
~1 ' ` - - / ~ r 1 ~ ~ .p~,~ _ - _ - ~ ~ ~ ~ - _ - ~ ~ ~ - - _ - ~ ~ LOWE' S DEVEL P U ~ _ ~ 0 MENT CRITERIA). THE GENERAL ~ 0~
~ ~ ~ ~ it ~ ~ _ NT Z ~ li CO RACTOR SHALL STRICTLY ADHERE TO THE - , li
----~,1~ ~ _ _ ~ ~ ~ \ ~ ~ ~ - _ ,r ~ 9 , - _ ; - ~ ~ i APPROVED NPDES SWPP DRAWINGS DURIN ~ ~ `0 ~ LIMITS OF G ~ 0 ~
- ~ ~ ~ . ~ ~ _ ~ , , _ ~ i ~ DISTURBANCE CONSTRUCTION OPERATIONS. Z ~ ~ N - - i ~ ~ N ~ Q ~ ~
_ i ~ ~ , ~ SILT Q > 2, NO LAND CLEARING OR GRADIN NA ~ 0
~ ` ~ , i ~ I , _ _ , - _ - ~ ~ ~ ~ ~ A_ N T~ , ~ - 1,~ ' ' ~ i FENCE G S LL BEGIN UNTIL ~ ~~i ' ~ ~ - ALL EROSION C NT ~ Q = 0 120E MEASURES NAVE BEEN INSTALLED, v
~ ~ L ' ~ ~ y f I I . ~ LL o I Ni L ~ Q~ o
~ - ~ _ o - . _ ~ i ~ U _ 3, ALL EXPO ~ c ~ SED AREAS SHALL BE SEEDED AS SPECIFIED Q ~
~ ~ BARRICA WITHIN 14 DAYS OF FINAL GRADING, ~ RICA ~ ~ ~
~~~r=-_ ~ - ~ ~ ~5, ~IIDE GRAVEL DRIV i ~ ~~s
l FOR f~AD A~C~ ' ! 4. SHOULD CONSTRUCTION STOP FOR LONGER TN ~ ~ ~ I _ AN 14 C ~~0 / ~ _ DAYS, THE SITE SHALL BE SEEDED AS SPECIFIED. p m
~ ~ : ~ ~ ~
f~ - y ( ~ ~ ~ ,1 5, MAINTAIN EROSION CONTROL MEASURES AFTER EACH ~
o ~ ~ ~ A ~ - - i~ RAIN EVENT AND AT T Z ~ ~ LEAS ONCE A WEEK. ~ 0~ ~ Q ~
~ ~ ~ , ~ ~ ~ ISLANDS TO ~ AN T~ ~ ~O DS 0~ J c
I, MAINTAIN ALL EROSION CONTROL MEASURES AND DEVICES AND REPAIR AS NECESSARY, ~ N ~ i i ~ ~ `RECIEVE~,SOD - ~ b. THIS PLAN SHALL NOT BE .C N N ,IEVE~,SOD TYP, CONSIDL~RED ALL INCLUSIVE LU
A TN ~ (D S E CONTRACTOR SHALL TAKE ALL NECESSARY W C _ . l~ _ PRECAUTIONS TO PREVENT SOIL SEDIMENT FROM LEAVING ~ ~ ~
~ V ~ ( ~ ~ 2. COMMENCE CONSTRUCTION OF RETAINING WALLS A',B',C', AND 'E'• CONTRACTOR.. TO ~ ~ ~ iii' ~ _ - ~ ,THE IT - ~ S E, LL
ENSURE POSITIVE DRAINAGE AWAY FROM THE WALLS AT ALL TIMES, TO ALLOW i ~ ~ - ! ~ 9 ~ e~,, _ - i ~ ` i ~ I' \ ~ CONSTRUCTION OF BUILDING PAD. ; ~ ~ , ~ rr l l ,
_ ~ ~ ~ ~ _ 728 2~ ~ ~ ~ - _ 7, CONTRACTOR SHALL COMPLY WITH ALL T T - ~ SAE AND LOWE S HOME CENTERS, INC.
~ ~ 3, BUILDING PAD TO BE CONSTRUCTED AS GRADING WILL ALLOW, STONE PAD UPON ~ - A ~ , ~ ' , ~ ~ • . ~ = y' ~ ~ - _ = L AL I OC ORD NANCES THAT APPLY. y ~
REACHING GRADE: ~ ~ ~ ~ l ~ \ s i / ' ~ ~ - ~--_~~-----r - HWY. 268 EAST, EAST DOCK 69 ~ L. _ 8. ADDITIONA;_ ER I^
~ S~ SOD ~ ~ ~ ',y r , OS ~N A'~~ SEDIMENT CONTROL N. WILKESBORO, NC 28659
4, CONTINUE GRADING SITE AS NEEDED (INCLUDING REMAINING RETAINING WALLS) TO I ~ ~ STRIP ~TY,• Al ~ ~ ~ ~ I / ~ , ,b , ~ MEASURES NJ~- BE IN„ A__`D I DEEMED NECESSARY BY ~ ~ ~ ~ " ~ ' ! CN-SITE INSp`_C~'CNS. 336,658,4000 336.658.3257 F
ACHIEVE FINAL GRADES FOR THE PARKING LOT AND ACCESS ROADS• HYDROSEED ALL , ` 1 ! ~ ` ~E_ _ LLB ~ ~ r ~ ~ ~ SLOPES WITH PERMANENT SEED MIXTURE, USE APPROPRIATE SLOPE PROTECTION. _ ` i \ ' . ; I ~ ~ , N) ( ) ~ ~ ~ • ~ ~ ~ ~
~ ~ ~ ~ I 1 - ~ - li 9. IF IN T T ~ THis oRAwlNC Ls rHE PROPERrv of LowEs y / \ S ALLA ION OF STORM DRAINAGE SYSTEM SHOULD HOME CENTERS, INC. ANY USEOR REPROOUCTIDN
5, INSTALL TORMDRAIN Y TEM, IN TALL PR TE TI N AT ALL INLET AND OUTLET AT ~ ~ ~ ! S S S S O C O S S ~ ~ _ i~ ~ BE INTERRUPTED BY WEATN ~NWHCLEaRPARTISPROHISITEOWfTNOUTTHE S~ I 5~ ~ ErG OR NIG'-ITFALL+ T~"E PIPE EXPRESSED WRITTEN CONSENT OF LOWE'S HOME
THE TIME OF INSTALLATION• CONTRACTOR TO INSPECT PIPES FOR ANY ACCUMILATION ~ 1 1 ` 1 , , ~ ~ _ 1J ENDS SHALL BE COVERED WITH FILTER FABRIC, °EN~~~'"D~O~~'D~~'~LR'D"TS RESERVED SILT F CE `
OF SEDIMENT, IF ENCOUNTERED, SEDIMENT IS TO BE REMOVED. ; 66< ~~s ~r ~ ~ ~ ~ ~ , ~ Y~•r ~ 1~ ~ ~J 1 ~ ~ i - j ~ y I ~ I n
~ ~ I ~ ~ \ \ V ~ ~ ~ i ~ I - I~ ~ ~ 1 ~ ~ _ 0, COMPACT ~ MAINTAIN X0,000 SF OF 6" THICK
6: PERFORM EARTHWORK ACTIVITY FOR MERCY DRIVE EXTENSION ~ WILINSON BLVD. ` I ~ ' ~ 1~ 1 ~ ~ ~ ~ ~ ~ ~ ~ ~ g ~ ~ i TONE M T~ ~ ~ S A ~RIAL FOR LAYDOWN AREA ~ 25' WIDE - ~ ~ \ \ ~ ACCESS RCAD TO BUILDING,
IMPROVEMENTS, ~ l ~ ~ ~ ~ ~ ~ ~ ~ ~ / ~ - ~ , ~ ~ ~ / PER' ~ ' ' - ~U r ~ COORDINATE LOCATION OF ~ LAYDOWN AREA WITH LOWE'S PROJECT MANAGER,
7, CURB ~ GUTTER PARKING LOT DRIVEWAYS AND LANDSCAPED ISLANDS, BEGIN PAVING \ , ,SILT FE Ct` ~ , _ ~ 0
OPERATION ~ ~ ~ ~ ,r _ S ~ ~1 ~ i ~ ~ II, GENERAL CONTRACTOR SHALL BE RESPONSIBLE TO ~ i ~ ~ i ~
~ 1 1 1 ~ ~ 1, TAKE WHATEVER MEANS NECESSARY TO E TABU N ' % S S / ~ ~ ~ ~
wl 8. HYDROSEED ALL DISTURBED AREAS WITH PERMANENT SEED MIXTURE AND STRAW ~ ` ~ ~ ~ ~ l ~ ' ~ ~ 11 ~ ~ PERMA T T r NEN SO L S ABILI A~ ~ Z ON. i i
MULCH WITH TACKIFIER, r~~ ~ TEMPORARY STdBALI ED r _ ~ ~ ~ ~ ~ ~ ~ 1 ~ i ~ i CONSTRUCTION ENTRANCE
8. INSTALL TREES AND SHRUBS PER LANDSCAPE PLAN AND MULCN• ~ ~ \ ~ ~ ~ ~ ~ ~ ~ ~ ~ • ~ ~ ~ . 12, E I T ~ S D MEN SHALL BE R~MOVED FROM THE SEDIMENT ~ ~ BASIN BEFORE IT IS 25~ FULL AN F
_ ~ i ~ ~ _ , ~ - \ \ 8 I D ROM SILT FENCE y ~ A WHEN SEDIMENT REACHES li3 THE HEIGHT OF THE I T
10. REMOVE SILT FROM THE BASIN AND STORMDRAIN PIPES AS SOON AS VEGETATION ~ ~ ~ I ~ IP _ FENCE,
NA ~ ~ _IP S BEEN ESTABLISHED ON ALL DISTURBED AREAS CONVERT RISER STRUCTURE TO ~ ~ ~ ~ ~ EXI TIN ~ ~ ~ 8 S G WAL-MART , i
PERMANENT NDITI N AN RA E W T T TI N T FI F ~ ' ~ CO 0 D G D E DE EN ON POD 0 ITS NAL CON IGURATION. Y. ~ A s POND TO REMAIN / 13, ALL WORK TO BE DONE IN STRICT ACCORDANCE AS LONG AS ~ ~ WITH DIVISION 2 OF THE h
~ ~ ~ 1~V I - ~ S EWORK SPECIFICATI N , 0 S PRACTICAL. ~
II, REMOVE ALL ILT FEN E AN TH R T MP MP' ~ ~ ~ S C D 0 E E ORARY B S ONCE VEGETATION HAS BEEN _ ; ~ ~ ~ ~ _ CONTRACT R T ~ 0 0 ~ 14. CONTRACTOR SHALL INSPECT, REPAIR AND A
ESTABLISHED, PERFORM GENERAL CLEANUP OF SITE, ` ~ ~ ~ ~ ~ ~ ENSURE BASIN u 2 DD \ ; / STONE TO TEMPORARY CONSTRUCTION ENTRANCES ONCE
-J ~ ~ _ ~ ; INCOMPLETE PRIOR ~ ~ ~ ~ ~ THEY BECOME SATURATED WITH M T U D 0 EN R T
_ _ - ~ _ MV b ~ ~ .~MAI FP~,. ~ - v _ _ _ I SUE NEY 8 68 i T FI 0 LUNG OF ~ CONTINUALLY FUNCTION AS INTENDED,
,Y"t ~ - - r•4~ V ~ ~ ~ A b~ i _ EXISTING WM, BASIN ~ / ~
S,W,P.P. LEGEND ~ ~ b ~ I - ~ ~ ~ ~ ~ ~~i 15, TOPSOIL STOCKPIL H ~ ~ 1 ~ li, ~ E S ALL BE GRADED TO DRAIN AND
~ A ~ F.XISIId~ PROPOSED DESCRIPTI ~ _ ~ _ 99 ~ ;t. ~ ~ I i ~ ~ ~ SEED WITH TEMPORARY SEED MIXT R U E,
CIX~ITOUR LIME ~ ~ _ ~ ~ I ~ ~ ~ W' ~ _ ~ 1~ I ~ I 1 6
~ STORM DRAIN LIt`E °~1 ~~"y" ; ~ ~ ~ b x I ' ~ _ I ~ Ib. SILT REMOVED FROM TN ~ I • ~ P ( ; ~ E TEMPORARY SEDIMENT ~ i T~ , , E A T BASIN AND FROM BEHIND THE ILT F
-SSF- SUPER SLT FENCE ~ ~ ~ S : ~ 'a" ~ ~ ' SEEDING ~ 1 S ENCE SHALL BE PLACED ON THE T P IL ~ 0 SO S OCKPILE, ~
'I ~ m
DIVERSION 017CH ~ ' -~s9-- ~ t ~ ~ ~ i .1 ~ b ~ ~ ~ ` _''I ,I 17. ALL SLOPES 3' I AND STEEPER SHALL RECEIVE CURLEX Q m
~ ~ ~ ~ ~ \ l LIMITS OF DISTURBANCE ~ ~~r~~~l r l - 6 '~I ER I OS ON CONTROL MATTING OR APPROVED EQUAL AND Z o
_ , ~ / 1r., - ~ ~ ~ ~ TRACK WALKIN - w G, Y J ~
I T TI ~I ~ ~ ~ - ~ ~ ~ - ~ w 0 Z _ it - 18, SEDIMENT AND EROSION „ONTROL MEASURES SHALL ~
LINE TABLE TONE NECK AM - ~ ~ ~ ~ ~ i BE INSPECTED AT LEA T N Q
LINE LENGTH ARI ® s c o ~ PERMAN NT BE NG ~ - ~ I E ~ ~ - ~ L s - _ ~ ~ ~ S 0 CE EVERY 7 DAYS AND ~ ~ , ~ ~ - I ~ WITNI J Q ~ N 24 HOURS OF A RA NFALL EVENT EXCEEDING 0.5" m , ~
L1 ~ sroNE Fi~rER RW ~ ~i , I ~ / ~ EEDING s ~ ~ 20.25 S 87 28 29 W - \ ~ 6 ~ ~ ~ _ U I~ DURING A 24 HO R P ~ ~ U ERI ~ ~ OD OR MORE FREQUENTLY IF }
L2 28.22 S 87°28 29 W- ~ ~ 665 ~ ,i ~ , ~ , _ A ; cavsraucna~ ENTRANCE r ~ ~ r i ~ ~ ~ ,,r~~ ~ ~ tt REQUIRED BY GOVERNING NPDES GENERAL PERMIT, ALL m BASIN 2 =
_ ~ t ~ ~ x ~ 89, 28 N 08'30 25 W ~ ~ , . , , ~ - ~ ~ i ~ ~ ~ ~ a ~ ~ ~ . _ _ MAINTENANCE REQUIRED BY INSPECTION NA ~ Z
~ L4 53.16 N 16'37 28 W ~ ~AroowN ,er~EA ` ~ ~ - P ~ ~ ~ _ _ ~ ~ ~ ~ _ COMMMENCE WITHIN 24 HOURS AND MP T ~ ~A_ CO LE ED WITHIN Q.
L5 ' 1 yP ~ ~ ~ ~ 9 w _ _ 48 HOURS OF REPORT. DAMAGED OR INEFFECTIVE o
PERMANENT SING ~ ~ ' ~ l _ _ ~ i ~ L6 63.61 N 30'13 43 W r A ~ ~ ~ I I r~~~ ~~A~~o _ _ ~ - _ _ _ DEVICES SHALL BE REPAIRED OR REPLACED, AS ` NECE ARY, Z SS
` ` i ~ i ~ ~,~Ea ~ } ~ A~JE T L7 24.42' N 65'57'1 " W i ,r ~ -~'m_~';` cn Z
TEMP ARY ~ ' ; l ~ ~ ~ ~ ~ > OR 5gD?~ ~ ~ r h ~ ~ ~ 1. ~ \ L8 , ~ ~ ~ I ~ N ~ 1 ~r ~ ~ 34.32 S 02'31 31 E , , ~ s ~ Q > ~ i 1~ sse. 19. ALL WORK SHALL BE DONE IN STRICT ACCORDANCE
~ ~ !~-LIMITS 0 ~ ~ ~ ~ 5UP R ~ ~ Z WITH THE SITEWORK SPECIFICATIONS, (f~
~ DISTURBANC ss , 5 , i' > _ , ILA F _ n ~ S ONCE ~ i nn N "1 RV W ~ o W C Z
CU TA E BLE ( - 1 ~ i ~ ~ ~ ~ ~ ~~6s6 ~ ~ r ~ ~ SUPER ~ ~ _ , CAUTION NOTE" TEMPORARY UTILITIE (WAT ~
CURVE RADIUS LENGTH TANGENT CHORD BEARING DELTA I ~ i ! - -~-_l ~ ~ ' ~ ~ ~ l~( 1SILT F~1~E ~ ~ ~ S S ER, Q ~ W W
'J _ 1 _ A ~ C TIE _ 465.00 93.49 46.90 93,33 S 71'42 45 E 11'31 08 J I ~ , - ~ a ~ A6 , ELECTRIC PN N) = O W o TI ITI PR T tl ~ 0 E SI-IALL BE EXTENDED TO ~Y~1 U L ES 0 EC ON SERwCE O. ...I W m ~
C2 315,00 245.54 129.39 239,37 S 43'37'18" E 44°3 '44" - ~ ~ \ ~ ,5, 9 ~ ~ - - _ ~ LOWS' S LAYDOWN AREA BY CONTRA~`T D a 3 GAYS BffGRE DIGGING CALL v O^ ~ ~
385.00 478,66 275.81 448.42 N 56°54 29 W 71'14 05 ~ _ ~ _ - ) ~ ~ ~ ~ ' ~ toll FEE I-aDO-s~2-4a4s ORIGINAL ISSUE
(~A tae nn~ e-r~ ~ ~ .>>.,n ~ ~ I!: I ~ ~e (1lA1GC~ CII~`nl ~ ~ ~ ~ - ; . naTF• Rr~nm~
- % LOCATIdN 80.7 A DIE CALL SYMM MR COMWNRY AND JOB SAFETY.
C5 2994.79 473,47 237,23 472,97 S 87 54 33 E 9 03 30 V I~1I „%Nit PERMIT SET
ei ~U CAUTM ISSUE DATE: TO[ FROM a;"D A"S01'O SHOYM ""W BEEN LOCATED CONSTRUCTION SET
ti VE AND EXISTING DR WINDS, THE SIAVETCN MAKES NO aNUNTEE THAT THE UNDERGROUND ISSUE DATE: UTUTES 94TRN COiRISE ALL SUCH UTILITIES IN THE AREA,
EITHER N SERVICE OR ARAMDCNED. THE SURVEYOR FURTHER DOES i MDT .I THAT THE UNDERGROUND UTILITIES SNOVIN ARE IN DRAWING NUMBER:
~ I THE EXACT LOCATION INDICATED. ALTHOUGH HE DOES CERTIFY THAT THEY ARE LOCATED AS Y AVAILABLE. THE SURYSYOR HAS NOT PHYSICALLY FROM LOCATED ~
AW* I UNDERGROUND UTILITIES 0 60 120
I - N sp-9
SCALE 1" 60'

• • •
REVI IONS S PRE-BID SET POST BID SET
ISSUE DATE ~ ISSUE DATE
DATE DESCRIPTION
PERMANENT SEEDING 6.11
Def IYlItIOn Controlling runoff and erosion on disturbed areas by establishing perennial MO.IntenO,nCe Generally, a stand of vegetation cannot be determined to be fully established vegetative cover with seed, until soil cover has been maintained far one full year from planting, Inspect Tebk8.1Oc 615 RIP-RAP
seeded areas for failure and make necessary repairs and resealings within the Temporery8Ee(i~ Table 8.10c mbthre ~Y$~~A Ala er of stone desi ned to rotect and stabilize areas subject to
Purpose To reduce erosion and decrease sediment yield from disturbed areas, and to per- same season, if possible. manently stabilize such areas In a manner that Is economical, adapts to site con- RecoffMnettdatiolletw Species Rate (blacre) D E F I N I T I O N Y 9 p ~ oIfM11at1dalbfl! tOf erosion, Rye (grain) 120
ditions, and allows selection of the most appropriate plant materials, Reeeedng- If a stand has inadequate cover, re-evaluate choice of plant mate-
rials and quantities of lime and fertilizer, Re-establish the stand after seedbed PURPOSE To protect the soil surface from erosive forces and/or improve stability Mountains-Aug. 15- Dec. l5 of soil slopes that are subject to seepage ar have poor soil structure,
SpeCIflCCttI0n5 SEEDE~REOUFi~IENTS preparation or over-seed the stand, Consider seeding temporary, annual species Establishment of vegetation should not be attempted on sites that are unsuitable if the time of year is not appropriate for permanent seeding (Practice 6.10, Tem- Coastal Plain and Piedmont-Aug. 15- Dec. 30
due to inappropriate soil texture, poor drainage, concentrated porary Seeding -refer to Erosion and Sediment Control Planning and SdamendnaMs C~NSTRUCTIDN SUBGRADE PREPARATION -Prepare the subgrade for riprap and filter to
overland flow, or steepness of slope until measures have been taken to correct Design Manual), these problems. Follow soil tests or apply 2,000 Ib/acre ground agricultural limestone and SPECIFICATIONS the required lines and grades shown on the plans, Compact any fill
1,000 lb/acre 10-10-10 fertilizer. required in the subgrade to a density approximating that of the
To maintain a good stand of vegetation, the sail must meet certain minimum re- ]f vegetation fails to grow, sail be must tested to determine if acidity or nutrient quirements as a growth medium The existing soil should have these criteria Imbalance is responsible IMICl1 surrounding undisturbed material or overfill depressions with riprap, Remove brush, trees, stumps, and other objectionable material, Cut the Apply 4,000 lb/acre straw, Anchor straw by tacking with asphalt, netting, subgrade sufficiently deep that the finished grade of the riprap will be
or a mulch anchoring tool, A disk with blades set nearly straight can be at the elevation of the surrounding area, Channels should be excavated
Enou h fine- rained (silt and clay) material to maintain adequate mois- Fert~atlon- Cn the typical disturbed site, full establishment usually requires- 9 9 refertilization in the second growing season. Fine turf requires nnnual main ture and nutrient supply (available water capacity of at least .05 inches tenance fertilization Use soil tests if possible or follow the guidelines used as a mulch anchoring tool. sufficiently to allow placement of the riprap in a manner such that the ~ finished Inside dimensions and grade of the riprap meet the design
water to 1 inch of soiU. given for the specific seeding mixture, Repair and refertilized damaged areas immediately, Topdress with 50 specifications
Sufficient pore space to permit root penetration, lb/acre of nitrogen in March, If it is necessary to extend temporary cover
beyond June 15, overseed with 50 lb/acre Kobe (Piedmont and Coastal SAND AND GRAVEL FILTER BLANKET -Place the filter blanket immediately • • Plain) or Korean (Mountains) lespedeza in late February or early March. after the ground foundation is prepared For gravel, spread filter stone ~A
Sufficient depth of soil to provide an adequate root zone The depth to in a uniform layer to the specified depth. Where more than one layer of ~ H Q~ ' filter material is used, spread the layers with minimal mixing $
rock or Impermeable layers such as hardpans should be 1~ inches ar more, except on slopes steeper than 2~1 where the addition of soil Is not feasible, Q~ ~9
SYNTHETIC FILTER FABRIC -Place the cloth filter directly on the prepared Q <ti foundation, CJverlay the edges by at least iP inches, and space anchor ~ h
A favorable pH range for plant growth, usually 6.0-6.5. +c~~~ f1111ltUre Table 6.iiP ~ L ws: pins every 3 ft along the overlay Bury the upstream end of the cloth a ~
Freedom from large roots, branches, stones, large clods of earth, or trash (V0. ~ tOR t3peCleel Rate (IbinCre) minimum of 12 inches below ground and where necessary, bury the lower end W p a ~ ~ of the cloth or overlap with the next section as required Take care P 1 d;
of any kind, Clods and stones may be left on slopes steeper than 3~1 if W tO~~pr~Qr~edSoie 80 they are to be hydroseeded. not to dama e the cloth when Latin ri ra If dama e occurs remove ~0'I'NE~.•
with a fleteatyolass so 6.06 NSTRUCTION ENTRANCE EXIT g p g p p g Fs ~P,,. 6,06 TEMPORARY GRAVEL CO the riprap and repair the sheet by addin another layer of filter material g " FRE~~~~ with minimum overlay of 12 inches around the damaged area, If extensive Nw++~' U
If any of the above criteria are not met - i.e., if the existing soil is too coarse, ~ ~ sericea lespedeza 20 dense, shallow or acidic to foster vegetation-special amendments are required. Kobe lespedeza 10 damage is suspected, remove and replace the entire sheet, Where large
The soil conditioners described below may be beneficial or, preferably, topsoil Definition r l led at oints where vehicles enter and leave acon- stones are used ar machine placement is difficult, a 4-inch layer of fine )eflnition A graveled area o pad oca p
ma be applied in accordance with Practice 6.04, Topsoiling, ~OtM - Y 1, From Sept, 1 Mar, 1, use unscarifled sericea seed. structlon site gravel or sand bay be needed to protect the filter cloth,
2, Dn poorly drained sites omit sericea and increass Kobe to 30 tb./acre, PUnpOSe t3OLCONDIT1ON6i.4 3, Where a neat apperance is desired, omit sericea and increase Kobe to PUn OSe To provide a buffer area where vehicles can drop their mud and sediment to STONE PLACEMENT -Placement of riprap should follow immediately after • • P avoid transporting it onto public roods, to control erosion from surface runoff, placement of the filter, Place riprap so that it forms a dense,
In order to improve the structure or drainage characteristics of a soil, the fol- 40 lb/acre. and to help control dust. well-graded mass of stone with a minimum of voids. The desired distribution U
(owing materials may be added These amendments should only be necessary where soils have limitations that make them poor for plant growth or for fine of stones throughout the mass may be obtained by selective loading at Z 15 Where Wherever traffic will be leaving a construction site and moving directly onto a the quarry and controlled dumping during final placement, Place riprap to - ua
h ter 3 Ve etative Considerations -refer to N.C. COndltiOns Where turf establishment (see C ap g Between April 15 and Aug. 15, add 10 lb/acre German millet or 15 lb/acre PY'QCtICe Applies e Applle5 Public road ar other paved off-site area, Construction plans should limit traffic its full thickness in one operation Do not place riprap by dumping ~
Sediment and Erosion Control Planning and Design Manual) Sudangrass. Prior to May 1 or after Aug. 15 add 40 lb/acre rye (grain). to properly constructed entrances. through chutes or other methods that cause segregation of stone sizes, U Take care oat to dislod e the under) in base or filter when Latin the Z ~ ~
Pelt- Appropriate types are sphagnum moss peat, hypnum moss peat, reed- sedge peat, or peat humus, all from fresh-water sources. Peat should be shredded 8eed11Q dates 9 Y 9 P 9 stones The toe of the riprap slope should be keyed to a stable -C ~ ~ Q N
and conditioned in storage piles for at least 6 months after excavation, Beat POAB~Ie foundation at its base c ~ C L ~
- clean and free of toxic materials, Early Spring Feb, 15 _ Mar, 20 Feb. 15 _ Apr, 30 Bend Fall Sept, 1 Sept, 30 Sept, 1 Dct~ 31 The toe should be excavated to a de th about 1.5 times the desi n Q ~ O ~ 9~ P 9 u- c
thickness of the ri ra and should extend horizontal) from the slo e, Q = ~ ~o N~TE~ LINE WITH FILTER FABRIC p p y p ~ a~ ~~R ~ o ~
Vermlcdle -horticultural grade and free of toxic substances. $pp 8 Apply lime and fertilizer according to soil tests, or apply 3,000 - 5,000 1a The finished slope should be free of pockets of small stone or clusters Q ~ O ~
Rottedmen<re- stable or cattle manure not containing undue amounts of Ib/acre ground agricultural limestone (use lower rate on sandy soils) of lar e stones Hnnd lacln ma be necessar to achieve the ro er Q ~ C I Sp, 9 P 9 Y Y P P ~ Q Miry distribution of stone sizes to produce a relatively smooth, uniform ~ ~
straw or other bedding materials and 1,000 lb/acre 10-10-10 fertilizer, surface, The finished grade of the riprap should blend with the ~ ~ r N
ltarougNy rolled sawdust -free of stones and debris Add 6 lb of nitrogen ~Ch ~ surrounding area. No overfall or protrusion of riprap should be apparent, ~ } MAINTENANCE ~ J ~ p ^
to each cubic yard, Apply 4,000 Ib/acre grain straw or equivalent cover of another suitable mulch Anchor straw by tacking with asphalt, roving, or netting or by ~o ~ In general, once a riprap installation has been properly designed and C ~ (f~ ~
Shldpe-Treated sewage and industrial sludges are available In various forms; crimping with a mulch anchoring tool A disk with blades set nearly 6' MW `)v installed it requires ver little maintenance, Riprap should be Inspected ~ ~ ~ R Y ~ , c0 periodically for scour ar dislodged stones Control of weed and brush ~ ~
these should be used only in accordance with local, State, and Federal regula- straight can be used as a mulch anchoring tool. tions. ~1~• growth may be needed in some locations, ~ ` _ ~
IYtaIlltef1911Ce gp~g~~ If growth is less than fully adequate, refertilize in the second year, 2`' z ~ > AR A RELATE ~ ~ ~ CD SE GG
Use the Key to Permanent Seeding Mixtures (Table 6.ltb) to select the most according to soil test or topdress with 500 lb/acre 10-10-10 fertilizer, 2-3' .C N ~ J ~ ~
appropriate seeding mixture based on the general site and maintenance factors Mow as needed when sericea is omitted from mixture, Reseed, fertilize, and W I~1
A listing of species, including scientific names and characteristics, is given in mulch damaged areas immediately. Appendix 8.02 (refer to N.C. Erosion and Sediment Control Planning and Design NOTES APPLICABLE AT ALL POINTS OF W ]NGRESS & EGRESS UNT]L SITE IS
Manual,) 1Refer to Appendix 8.02 for botanical names STABILIZED, FREQUENT CHECKS OF THE DEVICE AND TIMELY
8ff~ PREPARATION MAINTENANCE MUST BE PROVIDED.
Install necessary mechanical erosion and sedimentation control practices before • • ]1~5~ O Q
seeding, and complete grading according to the approved plan. NOTES; a. GRAVEL PAD P GRAVEL PAD TD BE 25'x 50' AND 6' THICK MINIMUM d, MUST BE MAINTAINED IN A CONDITION LOWE S HOME CENTERS, INC.
Llneendlertlzer needs should be determined by soil tests Sail testing is per- formed free of charge by the North Carolina Department of Agriculture soil test- b TURN]NG RAD[U' WHICH WILL PREVENT TRACKING OR TURN]NG RADIUS SUFFICIENT TO DIRECT FLOW OF MUD ONTO STREETS.
in l r or Directi ns sam le cartons and 'information sheets are available 6,10 TEMPORARY SEEDING ACCOMMODATE g abo at y o p PROVIDED. ACCOMMODATE LARGE TRUCKS IS TD BE PERIOD]C TOPDRESSING WITH STONE HWY. 268 EAST, EAST DOCK PROVIDED. SILL BE NECESSARY; KEEP SOME HANDY. o 0 o O O N. WILKESBORO, NC 28659
through county Agricultural Extension offices or From NCDA. Because the NCDA soil testing lab requires 1-6 weeks for sample turn-around, sampling c. ENTRANCE(S) SI
must be planned well in advance of final grading Testing Is also done by cam- Def inltlOn Planting rapid-growing nnnual grasses, small groins, or legumes to provide in- PROVIDE FOR f ENTRANCE(S) SHOULD BE LOCATED TO e, ANY MATERIAL WHICH STILL MAKES IT PROVIDE FOR MAXIMUM UTILITY BY ALL DNTD THE ROAD MUST BE CLEANED UP
inertial laboratories, itial, temporary cover Far erosion control an disturbed areas. CIJNSTRUCTII)N CONSTRUCTION VEHICLES, IMMEDIATELY 336.658.4004 (V) 336.658.3257 (F) A o 0 0 0 o C • •
When soil tests are not available, fallow rates suggested on the individual PUrpOSe To temporarily stabilize denuded areas that will not be brought to finol grade Fi ure 6.06a Grav THIS DRAWMG IS THE PROPERTY OF LOWE'S gure 6.06a Gravel entrance/exit keeps sediment from leaving the construction site (modified from Va SWCC). HOME CENTERS, INC. MYUSE OR REPRODUCTION IN WHOLE OR PMT IS PROHIBITED WITHOUT THE
specification sheet for the seeding mix chosen, for a period of more than 15 working days, g Application rates usually fall into the following ranges' EXPRESSED WRITTEN CONSENT OF LOWE'S HOME O ~ O D O CENTERS,MC.COPYRIGNT20a1ALLRIGHT9
Temporary seeding controls runoff and erosion until permanent vegetation or f ICQt10n5 wM~+hp- If conditions nt the site are such that most of the mud and sediment RESERvED
ne other erosion control measures can be established In addition, it provides Specifications Ground agricultural llmesto Light-textured, sandy soils 1-1 1/2 tons/acre residue for soil protection and seedbed preparation and reduces problems of mud ore not removed by vehicles traveling over the grovel, the tires should be • ~ washed. Washing should be done on an area stabilized with crushed stone that
Heavy-textured, clayey sots 2-3 tons/acre and dust production from bare soil surfaces during construction. drains into a sediment trap or other Suitable disposal area, A wash rack may also O O ,
COndIt1On5 Where On any cleared, unvegetnted, or sparsely vegetated soil surface where vegeta- Fertilizer PY'QCtICe A lies tive cover is needed for less than 1 year. Applications of this practice include be used to make washing more convenient and effective.
Grasses 800-1200 lb/acre of 10-10-10 (or the equivalent) pp diversions, dams, temporary sediment basins, temporary road banks, and top- COnstrUCtlOn StrUCtlOn 1, Clear the entrance and exit area of all vegetation, roots, and other obje~- tionoble material and properly grade it,
Grass-legume mixtures 800 100 lb/acre of 5-10-10 (or the equivalent) soli stockpiles.
AppfyhieendferNlzer evenly and incorporate into the top 4-6 Inches of soil SpeCIfIC0.t1On5 Complete grading before preparing seedbeds and install all necessary erosion 2, Place the grovel to the specific grade and dimensions shown on the plans, and smooth it. E3
by disking or other suitable means operate machinery an the contour, When control practices, such as dikes, waterways and basins, Minimize steep slopes using a hydroseeder, apply lime and fertilizer to a rough, loose surface, because they make seedbed preparation difficult and Increase the erosion 3. Provide drainage to carry water to a sediment trap ar other suitable outlet
hazard IF soils become compacted during grading, loosen them to n depth of 6- TYPICAL RIP-RAP APRON
Roughenattecae according to Practice 603, Surface Roughening a inches using a ripper, harrow, or chisel plow, 4. Use geotextile fabrics because they improve stnbllity of the foundation in locations subject to seepage or high water table. RIP-RAP APRONS
Coin fete seedbed preparation by breaking up large clods and raking into a , P Good seedbed preparation Is essential to successful plant establishment, A good
smooth, uniform surface (slopes less than 3'1) Fill in or level depressions that seedbed Is well-pulverized, loose, and uniform, Where hydroseeding methods Maintenance tan collect water, Broadcast seed into a freshly loosened seedbed that has not are used, the surface may be left with a more irregular surface of large clods and ltenance Maintain the gravel pad in a condition to prevent mud ar sediment from leav- MINIMUM DIMENSIONS ing the construction site, This may require periodic topdressing with 2-inch
been sealed by rainfall, stones, 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
~NdO LMT-Apply lime according to soil test recommendations. If the pH (acidity) Seedngdetee given in the sealing mixture specifications are designated of the soil is not known, an application of ground agricultural limestone at the STRUCTI.RE n A WIDTH B LENGTH C WIDTH d5o SIZE THICKNESS MAX
as 'best' or 'possible', Seedings properly carried out within the rate of 1 to t 1/2 tons/acre on coarse-textured soils and 2-3 tons/acre on fine- I 14,5' 13' 9' 6' 9' 14"
'best' dates have a high probability of success, It is also possible to textured soils is usually sufficient. Apply limestone uniformly and Incorporate have satisfactory establishment when seeding outside these dates. However, as into the top 4 6 inches of soil Soils with a pH of 6 or higher need not be limed. 8 14,5' 13' 9' 6' 9' 14"
you deviate from them, the probability of failure 'increases rapidly. Seeding on FI 12' II' 7.5' 6' 9' 14"
the last date shown under 'possible' may reduce chances of success by 30-50% Alwn s take this Into account in scheduling land-disturbing activities Ferijter- Bnse application rates on soil tests, When these are not possible, Y apply a 10 10 10 grade fertilizer at 700 1,000 lb/acre. Both fertilizer and lime 23 8' 8' 4,5' 6' 9' 14"
R2 14.5' 13' 9' 6' 9' 14"
tleecertllbdeeed for ermanent seedin whenever ossible, Certified seed is should be incorporated into the top 4-6 Inches of solL [f a hydraulic seeder is P 9 P used, do not mix seed and Fertilizer more than 30 minutes before application. Inspected by the North Carolina Crop Improvement Association. It meets
published North Carolina Standards and should bear an official "Certified Seed' BuAecsraug'~eri~p- If recent tillage operations have resulted in a loose sur-
lnbel (Figure 611b), face, additional roughening may not be required except to break up large clods. !f rainfall causes the surface to become sealed or crusted, loosen It Just prior to
Labeling of non-certified seed is also required by law Labels contain Important seeding by disking, raking, harrowing, or o+her suitable methods, Groove or fur- Information on seed purity, germination, and presence of weed seeds, Seed must raw slopes steeper than 3Q on the contour before seeding (Practice 6,03, Sur- ALL CONCRETE • ~ •
meet State standards for content of noxious weeds, Do not accept seed contain- face Roughening) TRUCKS gLACI( LETTERS 0 o a o 0 0 0 o SHALL ON WHITE
ing 'prohibited noxious weed seed o o " ANCHOR BAIE$ WITH WASHOUT HERE BACKGROUND (2) 2'X2"x4'
PLArR ELECTION Maalntelepuneeeedwith the Rhizobium bacteria appropriate to the species Select an appropriate species or species mixture from Table 6.IOa, for seeding STAKES PER BALE Q OD
of legume (Chapter 3, Vegetative Considerations -refer to N.C. Erosion in late winter and early spring, Table 6IOb for summer, and Table 6dOc for fall. GALVANIZED 'U" Q 0 0 ~ Z 10 NIL POLYETHYLENE CHANNEL POST W
and Sediment Control Planning and Design Manual) [n the Mountains, December and January seedings have poor chances of suc- SHEETING J Y 0 o U
ceed uniforml with n c clone seeder, drop-type spreader, drill, cul- cess. When it is necessary to plant at these times, use recommendations for fall ApPIY Y Y and n securely tacked mulch. 0 o W FINISFI CRADE BALES TO BUTT T
tipacker seeder, or hydroseeder on a firm, friable seedbed. ~EDfq U
When using a drill or cultipacker seeder, plant small grains na more than 1 Inch Evenly apply seed using n cyclone seeder (broadcast), drill, cultipacker seeder, - 0 0 o e o o e o 0 0 SIGN $HALI BE PLACED 4
deep, grasses and legumes no more than 1/2 Inch, Equipment should be call- or hydroseeder Use seeding rates given In Tables 6.lOn-6lOc. Broadcast seed- brated in the field for the desired seeding rate, ing and hydroseeding are appropriate far steep slopes where equipment cannot IN A PROMMENT LOCATION r ~ V l(GGREGATE:'~ AT WASHOUT AREA m
be driven. Hand broadcasting is not recommended because of the difficulty in
When usin broadcast-sealin methods, subdivide the area into workable sec- achieving a uniform distribution, 9 9 Z
tions and determine the amount of seed needed for each section Apply one-half Small grains should be planted no more than 1 inch deep, and grasses and the seed while moving back and forth across the area, making a uniform pat- legumes no more than 1/2 Inch. Broadcast seed must be covered by raking or PLAN WASHOUT SIGN
tern, then apply the second half In the same way, but moving at right angles to chain dragging, and then lightly firmed with a roller ar cultipacker. Hydroseeded
the first pass (Figure 6.llc)~ mixtures should Include a wood fiber (cellulose) mulch. 6" MIN IMBEDNENT BINDING WIRE (TYPICAL) Z
AIJLCFNO Cover broedc;eet seed by reldnp or cheh dreggMp then hm M'Ie surface The use of an appropriate mulch will help ensure establishment under normal In':
w>th a ruler or cdtlped(er to provide good seed content conditions and Is essential to seeding success under harsh site conditions (Prac- tice 6.14, Mulching) Harsh site conditions Include STRAW BALE (TYPICAL) EXISTING GRADE I _ J 10 MIL ~ ~ Z ,
POLYETHYLENE
hllkA all plantings Immediately after seeding (Practice 6,14, Mulching - ,seeding In fau for winter cover (woad fiber mulches are not considered SHEETING = Z W 0 F.
refer to N.C. Sediment and Erosion Control Planning and Design Manual) adequate for this use), J WOOD STAKE (IYPICAI) ~ ~ U SHGWT 3
FIl'DROBEEC>AVfI .slopes steeper than 3~1, T _ _ J 6 NIN ADEP H NOTES: uJ 0
Surface roughening is particularly important when hydroseeding, as a rough- ened slope will provide some natural coverage for lime, Fertilizer, and seed. The ,excessively hot or dry weather, AGCREG N 1, WASHOUT AREA $ SHALL BE INSTALLED IN A ~ ALL aROU D O J m ~
surface should not be compacted or smooth, Fine seedbed preparation is not .adverse soils (shallow, rocky, or high In tiny or sand), and necessary for hydroseeding operations; large clods, stones, and irregularities TYPICAL SECTION LOCATION EASILY ACCESSIBLE BY CONCRETE TRUCKS,
provide cavities In which seeds can lodge ,areas receiving concentrated flow, 1, CONTAINMENT MUST BE STRUCTURALLY SOUND AND • ~
Rate of wood fiber (cellulose) application should be at least 2,000 lb/acre. If the area to be mulched is subject to concentrated wnterflow, ns in channels, LEAK FREE AND CONTAIN ALL LIQUID WASTES, Z• ONE OR MORE AREAS MAY BE INSTALLED ON THE ORIGINAL 2. CONTAINMENT DEVICES MUST BE OF SUFFICIENT CONSTRUCTION SITE AND NAY BE RELOCATED AS
anchor mulch with netting (Practice 6,14, Mulching) CONSTRUCTION PROGRESSES. ISSUE DATE: 319106 QUANTITY OR VOLUME TO COMPLETELY CONTAIN THE
e,,,,i„ ~on„mo Innri,lnn+c n+ Fnur +imaG tha rarnmmandad rate when nddino in- LIQUID WASTES GENERATED, z eT IrecT Wrrvly xurnrc erronnnetlnu nr ceun PERMIT SET
oculant to a hydroseeder slurry, 3. WASHOUT MUST BE CLEANED OR NEW FACILITIES AND AGGREGATE AND DISPOSEVOFVPROPERLY, ISSUE DATE:
Maintenance Reseed and mulch areas where seedling emergence is poor, or where erosion CONSTRUCTED AND READY TO USE ONCE WASHOUT IS 759 FULL. CONSTRUCTION SET
If a machinery breakdown of 112 to 2 hours occurs, add 50% more seed to the occurs, as soon as possible, Do not mow, Protect from traffic as much as pos- tank, based on the proportion of the slurry remaining. This should compensate sible.
for damage to seed, Beyond 2 hours, a full rate of new seed maybe necessary, CONCRETE WASHOUT AREA DETAIL ISSUE DATE:
Lime Is not normally applied with a hydraulic seeder because it is abrasive. It NOT TO SCALE DRAWING NUMBER:
can be blown onto steep slopes in dry form.
SP-1 0

+1 • •
REVISIONS
PRE-BID SET POST BID SET ISSUE DATE ~ ISSUE DATE
DATE DESCRIPTION
SEDIMENT FENCE (SILT FENCE) 6,5z BLOCK AND GRAVEL INLET PROTECTION Tem ra ) 6,6~
DEFINITION A temporary sediment barrier consisting of filter fabric buried at the DEFINITION A sediment control barrier formed around a storm drain inlet by the use
bottom, stretched, and supported by posts of standard concrete block and gravel
PURPOSE To retain sediment from small disturbed areas by reducing the velocity of PURPOSE To help prevent sediment front entering storm drains during construction
sheet flows to allow sediment deposition. operations, This practice allows early use of the storm drain system,
DESIGN CRITERIA Ensure that the drainage area is no greater than 1/4 acre per 100 ft of CONDITIONS WHERE Where storm drain inlets are to be made operational before permanent W1R£ SCREEN CONCRETE BLOCK
fence, PRACTICE APPLIES stabilize- Lion of the disturbed drainage aren. This method of inlet protection applies to both drop inlets and curb inlets where heavy flows
Make the fence stable for the 10-yr peak storm runoff, are expected and an overflow capacity is necessary to prevent excessive c ~-,---J~
ponding around the structure Shallow temporary flooding after rainfall 000
Where all runoff is to be stored behind the fence, ensure that the should be expected, however. maximum slope length behind a sediment fence does not exceed the 00
specifications shown in Table 6,62a This practice must not be used near the edge of fill
En ur that the de th of im ounded venter does not exceed L5 ft at an Material and r1USt not divert Water away frOrn the stOret s e p p y ° °
point along the fence, If nonerosive outlets are provided, slope length drain rJ
maybe increased beyond that shown in Table 6,62a, but runoff from the area should be determined and by- pass capacity and erosion potential ~
alon the fence must be checked. The velocit of the flow at the outlet 1. La one block on each side of the structure on Its side fn the bottom row SEE RIP-~ g y CONSTRUCTION y SEE RIP-f~AP C~
or along the fence should be in keeping with Table 8.05d, Appendix 8.05. to allow pool drainage, The foundation should be excavated at least 2 inches APRON DE SPECIFICATIONS below the crest of the storm drain. Place the bottom row of block against the ~,PRON DETAIL ° °
edge of the storm drain for lateral support and to avoid washouts when overflow occurs. [f needed, give lateral support to subsequent rows by placing ~ ref r, ~ _ , GRA IiEL F1L IER • •
2 x 4 wood studs through block openings, ~ ~ ~i~ngry~ Vim,- V~ ~V~ Vo ~ A° o ° ° N CARP
Table 6.629 L~Ih 2. Carefully fit hardware cloth or comparable wire mesh with t/2 inch openings WIRE SCREEN ~/y ~ ~0 ~ 1
Maximum Slope Length and ~ 2~ 100 over all block openings to hold gravel in place. FILTERED WATER
Slope for which SedMent 2 to 5% 75 RI RIP-RAP LEVEL SPREADED TO RUNOFF 4 ! ~ "
Fence ~ Ieable 3, Use clean gravel, 3/4 to 1/2 inch in diameter, placed 2 inches below the top 5 to 10% 50 of the block on a 24 slope or flatter and smooth it to an even grade DOT 10 to 20% 25 #57 washed stone is recommended. WATER OVERFLOW ` " = MAX=1 µ7TH ~ r NAVE D50 10 , D 5 SEDIMENT 1~
>20% 15 ~ 4 f Q:
4. If only stone and gravel are used, keep the slope toward the inlet no steeper than 3~1. Leave a minimum 1-ft wide level stone area between the o ~ ~ P p
Provide a riprap splash pad or other outlet protection device far any structure and around the inlet to prevent gravel from entering inlet, On the _ ~ ~ R• F R~ , ~
point where flow may overtop the sediment fence, such as natural slope toward the inlet, use stone 3 Inches in diameter or larger. On the slope i depressions or swales, En- sure that the maximum height of the fence at away from the inlet use 1/2 - 3/4 inch gravel (NCDOT #57 washed stone) at a SEDIMENT Oo DROP INLET ` N1NN o ~ WITH GRA 7E
a protected, reinforced outlet does not exceed 1 ft and that support minimum thickness of 1 ft,
post spacing does not exceed 4 ft, 4" PERFORATED PIiC • • PIPE W/l CY, C1fAN N
The design life of a synthetic sediment fence should be 6 months. Burlap MAINTENANCE Inspect the barrier after each rain and make repairs as needed STONE FILTER SEE B~LO~CK ~i GRAt'fL TO ENCLOSE
is only acceptable for periods up to 60 days Remove sediment as necessary to provide adequate storage volume for N,T,S. DRAIN INLET DETAILS FOR OPENING ON CURB INLETS U DUANT/7Y,
subsequent rains, h ~ ~
CONSTRUCTION MATERIALS 1, Use a synthetic filter fabric or a pervious sheet of When the contributing drainage aren has been adequately stabilized, remove all „ U 0
SPECIFICATIONS polypropylene, nylon, polyester, or polyethylene yarn, which is certified by materials and any unstable soil, and either salvage or dispose of it properly. the manufacturer or sup- plier as conforming to the requirements shown Bring disturbed area to proper grade, then smooth and compact it, Z ~ ~ BLOCK AND GRA I/EL INLET SEDIMENT FILTER ~ ~ ~
in Table 6,62b. Synthetic filter fabric should contain ultraviolet ray Appropriately stabilize all bare areas around the Inlet. inhibitors and stabilizers to provide a minimum of 6 months of expected Q N /P ` ~
usable construction life at a temperature range of 0 to 1200 F. ~ o Q>or ~ ~
2, Ensure that posts for sediment fences are either 4-inch diameter pine, Q-rn NorE N
2-Inch diameter oak, or 1.33 Ib/linear ft steel with a minimum length of 4 ft. Make sure that steel posts have projections to facilitate fastening /4 "WIRE MESH ~ ~ ~ 1. SEDIMENTCONTROLSTDNE Q ~ ~ ls7
the fabric, SHALLBEN0.50RN0.57. Q ~ ~ I ~oU~
3, For reinforcement of standard strength filter fabric, use wire fence MAX/MUMPOST SPAC/NG4FT. 2. WIREMESHSHALL BE ~ y } ~ ~(nL N
with a minimum 14 gauge and a maximum mesh spacing of 6 inches. HARDWARECLOTH23GAUGEM/N. ~ } AND SHALL HAVE 1/4 /NCHMESH J ~ ~
" OPENINGS. C ~ 2 Q I~ ~ ~
12' A A 3. TOP Of tMRE MESHSHALL BE > • CQ
Physical Property Requirements A M/N/MUMOFONEFOOTBELOW ~ " 2' THESHOULDERORANY ~ ~
Tabb 6.62b DI~ERSIONPOINT ~ ~ > Z
SpeCifleatione For Fllterin Eff{clenc 85% (min> NOc Q .c N o SEDIMENT 4. STEEL POST SHALL 8E5FT
Sedknent Fence Fabric g y Tensile Stren th at Standard Strength- gip, ,Q INH ~ ~ ~ CONTROL STONE p EIGHT, BE/NSTALLED ~ `
9 20%'. (max) Elongation 30 lb/lin in (min) a~ f 1.5 FT. DEEP MINIMUM-1, AND W (I~ W ,t BE OF THESELF-FASTENER W
Extra Strength- ANGLESTEEL TYPE.
50 lb/lin In (min) 5. WOOD POST SHALL BE 6 FT.
min (min) 4"X4"X12' Slurry Flow Rate 0.3 gal/sq ft/ AVERAGEBOX INHE/GHT, BE/NSTALLED DIMENSION BAR/ABLE TO i.SFT DEEPM/N/MUM, • •
LONG P r, FILTERED ANDBE3INCHESINDIAMETER. LOWE'S HOME CENTERS, INC.
POST (TYP.) WATER 6, POST SPACING SHALL 8E
0~ SECTIONA•A A MgX/MUMOF4FL HWY. 268 EAST, EAST DOCK
CONSTRUCTION b~ N, WILKESBORO, NC 28659
1. Construct the sediment barrier of standard strength or extra stren~+.h MULTI-D/RECTlONA1 FLOW REFERENCE sECrioNO2o20 336.658.4000 (V) 336.658.3257 (F)
synthetic falter fabrics, OFCOWES DMSION2 STANDARD SITE SPECIf1CATIONS AND • •
2, Ensure that the height of the sediment fence does not exceed 18 ind°~es 3/4"EXTERIORGRADEPLYWOOD 'PLYWOOD PROJECT SPECIAL PROI/IS/ONS THIS DaAVnNC Is Tff PaoPEan of Lowt='s HOME CENTERS, INC. ANY USE OR REPRODUCTION
above the ground surface. (Higher fences may inpound volumes of water sufficient to cause failure of the structure) IN WHOLE OR PART IS PROHIBITED Y,TTF10llf THE EXPRESSED WRITTEN CONSENT OF LOWE'3 HOME
CENTERS, NC. COPYRIGHT 2004 ALL RIGHTS RESERVED
3, Construct the filter fabric from a continuous roll cut to the length of the bar- rier to avoid joints, When joints are necessary, securely fasten • •
the filter cloth only nt n support post with overlap to the next post.
4, Support standard strength filter fabric by were mesh fastened securely
st , PLAN to the upslope side of the posts us ng heavy duty wire staples at lea
inch long, ar tie wires Extend the wire mesh support to the bottom of the trench, 8~-0" 0
5. When a wire mesh support Fence Is used, space posts a maximum of 8 ft apart, Support posts should be driven securely Into the ground to a NOTEI FENCE POST SPACING SHALL NOT EXCEED 10' 10' MAXIMUM
minimum of 18 in- Ches. CEN1H2 TO CB~T~ ~
6. Extra strength filter fabric with 6-ft post spacing does not require ~ ; ; ~ WH/TELETTERS :RS ~
wire mesh support fence. Staple or wire the filter fabric directly to posts 34' MINIMUM
7, Excavate a trench approximately 4 inches wide and 8 inches deep along ~ { I I
the proposed line of posts and upslope from the barrier (Figure 662a), i GROMD
O ~ i i t 8, Backflll the trench with compacted soli or gravel placed over the filter ~ SURFACE
fabric 9, Do not attach filter fabric to existing trees, ~ i~ ~ ~ e RO 36" MINIMUM
N ~ l~.ow
O ~ 21/Z' DIAMETER
Inspect sediment fences at least once a week and after each rainfall, ~ MAINTENANCE ~ ~ ' Make any required repairs immediately , GALVANZED CHAIN LINK PENILE OR ALUMINUM WITH I LAYER OF MINIMUM
, ~ ~ ~ ~ POSTS FILTER CLOTH
Should the fabric of a sediment fence collapse, tear, decompose or become I I in-effective, replace it promptly, Replace burlap every 60 days. ~ ~ ~ ~ ~ REDSTR/PES(PMS2OOk i (PMS200 REDJ
4 ~ ' CHAIN LINK FENCING
Remove sediment deposits as necessary to provide adequate storage volume ry ~ for the next rain and to reduce pressure on the fence, Take care to ~ ~ WI-IITELETTER$ :RS FLOW FILTER CLOTI-a 34" MINIMUM
avoid undermin- in the fence during cleanout ~ g
Remove all fencing materials and unstable sediment deposits and bring the 16" MIN, IST LAYER OF FILTER CLOTH • •
area to grade and stabilize it after the contributing drainage area has BLUEBACKGROUND been properly stabilized. 4"X4"X12 ROUND EMBED FILTER CLOTH 8"
(PMS28O BLUE) /EJ MINIMUM INTO GROUND
4 LONG P. T.
~ POST (TYP.) ~ IF MU.T1Pl.E LAYERS ARE <C m REQURED TO ATTAIN 42" J Z m
f0'MAX. WITH WIRE GRADE _ w J Y
Construction Spedficalions w
0 2 U
M/DDLEAND VERTICAL WIRES I, Fencin shall be 42" in hei ht on 6' tall fence ost 9 g p Q
SHALI BE f2 f!1 GAUGEM/N O 2, Chain link fence shall be fastened securely to the fence posts with wire ties,
The lower tension wire, brace and truss rods, drive anchors and post caps are not m
TOPAND BOTTOM STRAND Z regwred except on the ends of the fence,
SHALL BE f0 GAUGE M/N.
3. Filter cloth shall be fastened secure) fo the chain link fence with ties s aced Y P
- ~i n" 4~On every 24" at the top and mid section, O o
Z 4, Filter cloth shall be embedded a minimum of 8" into the ground,
WIRE F/LTER FABRIC REFERENCE
sECnoN02010 ELEI/A T/ON 5, When two sections of filter cloth adioin each other, they shall be overlapped - (n Z
NOTES Of 1. WIRE SHALL BEA M/NIMUMOF32" LOWES D/VISlON2 by 6" and folded, o W O Z
!N W/OTHAND SHALL HAVEA MIN/MUM f/ITER FABRIC STANDARD S/TE SPEC/FICATIONSAND NOTE J 6, Maintenance shall be performed as needed and sill buildups removed when "bulges" I-- ~ U
OF6UNfW/RESW/THf2"STAY PRO,AECTSPEC/ALPROVISIONS SPACING, COMPACTED F/LL CONTRACTOR TO FURN/SHAND INSTALL SIGN WHEN develop in the silt fence, or when silt reaches 50~ of fence height J W
7, Filter cloth shall be tastened secure) 1o each tense ost with wire ties or W 0 v P J m ~
M/N/MUM GR4DlNG COMMENCES. SEE EROSION CONTROL PLAN 2. fILTERFABR/CSHALL BEA OF3B"lN WIDTHAND SHALL BE _ _ _ FOR LOCATION. staples at top and mid section and shall meet the following requirements for a
FASTENEDADEQUATELYTOTHEWIRE. - - - - - - Geotextile Class FI • •
L BE5'-0'lN - - B" 3. STEEL POST SHAL - Tensile Stren 1h 50 Ibs/in {min,) Testl MSMT 509 ORIGINAL g ISSUE DATE; 319!06
HE/GHTAND BE OF THE SELF-FASTENER Tensile Modulus 20 Ibslin (mint Test MSMT 509
AAI/!ICCTCCI NOC Flaw Rate 0.3 aal/tt !minute (mcnc.l Testl MSMT 322 PERMIT SET
II AA II ~srttcrwr-c-u urr~n Filtering Efficiency 75% (min,) Test: MSMT 322 ISSUE DATE:
CONSTRUCTION SET
J I ISSUE DATE:
EX rENS10N OF FABRIC AND
E DETAIL WIRE INrO TRENCH ENC 5/L TF FENCE SUPE~,' SILT DRAWING NUMBER:
S P- 11

~ •
EVI IONS R S PRE•BID SET POST BID SET
ISSUE DATE ~ ISSUE DATE
DATE DESCRIPTION
~ ~ •
•A~?uq
~~i
P9 a'~ 9
s~~
~ SEDMENT BASIN 6.61 t
~(N
DEFINITION An earthen embankment suitably located to capture sediment, ~S
~,R~ FR~~y~ ~~r~itinLLLL~`~
PURPOSE To retain sediment on the construction site and prevent sedimentation in • ~
off-site streams, lakes, and drainageways.
• Inlets -Locate the sediment inlets to the basin the greatest U
distance from the principal spillway z
• Dewatering -Allow the maximum reasonable detention period before the
basin is completely dewatered - at least 10 hours. ~ 0 Z ~
• Inflow rate -Reduce the inflow velocity and divert all sediment-free ~ ~ rn Q N C
runoff O
L Site preparations -Clear, grub and stlp topsoil from areas under the Q > p r C Q - ~
CONSTRUCTION embankment to remove trees, vegetation, roots and other objectionable U- ~ 0
SPECIFICATIONS material, Delay clearing the pool area until the dam is complete and then remvoe brush, trees and other objectionable materials to facilitate Q O ~ ~
sediment cleanout Stockpile all topsoil or soil containing organic matter for use on the outer shell of the embankment to facilitate vegetative DIVERSIONS Q ~ o U r~ ~ ~
establishment Place temporary sediment control measures below the basin 6,~0 acnL N
as needed, o ~ J
2. Cut-off trench - Excavate a cut-off trench along the centerline of DEFINITION A Temporary Ridge Dr Excavated Channel Or Combination F c ~o~ pr Combination Ridge And Channel ~ ~ ~ ~
the earth fill embankment. Cut the trench to stable soil material, but in Constructed Across Sloping Land Dn A Predetermined Gra no case make It less than eft deep, The cut-off trench mest extend into edetermined Grade.
both abutments to at least the elevation of the riser crest, Make the PURP(JSE To Protect Work Areas From Upslope Runoff And To Dive off And To Divert Sediment-laden Water 2' MIN, COMPACTED !J ~ N SOIL ~ ~ .
minimum bottom width wide enough to permit operation of excavation and To Appropriate Traps Or Stable Outlets compaction equipment but In no case less than 2 ft. Make side slopes of Z N0~
the trench no steeper than 1~1. Compaction requirements are the same as Channel Design - shape parabolic, Trapezoidal, Or V-sh rzoidal, Or V-sha ed Q N N P
those far the embankment, Keep the trench dry during backfilling and side Slope: 2~1 Or Flatter compaction operations. 3~1 Dr Flatter Where Vehicles J ~ ~ hi l s rocs 18~ MIN, C L ~Ihere Ve c e C W
W W
3. Embankment -Take fill material from the approved areas shown on the Grades - Either A Uniform Dr A Gradually Increasing Gray plans. It should be clean mineral soil, free of roots, woody vegetation, Sudden Decreases ]n Grade Accumulate Sediment And Shop Increasing Grade Is Preferred. _ ~diment And Should Be Ex ected To P
rocks and other objectionable material Scarify areas on which fill is to Cause Overtopping. A Urge Increase In Grade May Erod Grade Ma Erode. Tl'PI Y 6 CAL
be placed before placing fill. The fill mn`erial must contain sufficient moisture so It can be formed by hand int,~ a ball withou crumbling. ]f Outlet -Design The Outlet To Accept Flow From The Dive w From The Diversion Plus Any ether ~ ~
water can be squeezed out of the ball, i`. Is too wet proper compaction. Contributing Areas. Divert Sediment-laden Runoff And Re Place fill material In 6 to B-inch continuous layers over the entire length Sediment Trapping Device (practice 6.60, Temporary Sedime i Runoff And Release Through A Figure 6.20n Temporary earthen civersion dike. em orar Sediment Tra And Practice LOWE'S HOME CENTERS, INC.
of the fill area and then compact it. Compaction may be obtained by 6.61, Sediment Bnsin> Flow From Undisturbed Areas Can B P Y P red Areas Can Be Dispersed By A Level
routing the construction hauling equipment over the fill so that the entire Spreader (practice 6.40, Level Spreader), surface of each layer Is traversed by at least one wheel or tread track COARSE HWY. 268 EAST, EAST DOCK AGGREGATE N. WILKESBORO, NC 28659
of the heavy equipment, or a compactor may be used, Construct the Small Diversions -Where The Diversion Channel Grade Is annel Grade Is Between 0.2 And 3%, A
embankment to an elevation ]0% higher than the design height to allow for i Permanent Vegetative Cever [s Required. A Parabolic Ch settling ~ Deep And 1~ Ft Wlde May Be Used For Diversions With Flc A Parabolic Channel And Ridge 1.5ft ersions With Flows Up To 5 Cfs. This 3~1 MAX 336.658.4000 (V) 336.658.3257 (F)
li Depth Does Not ]nclude hreeboard Or Settlement. Side clement. Side Slopes Should Be 3d pr 8' M~ ~ ~
4. Conduit spillways -Securely attach the riser to the barrel or barrel C~NSTRUCTIDN Flatter And The Top Of The Dike Must Be At Least 2 Ft stub to make a watertight structural connection. Secure all connections At Least 2 Ft Wide THIS DRAWX+G IS TrIE PROPERTroF LOwE~s MOME CENTERS, INC. ANY USE OR REPRODUCTION IN WHOLE OR PMT IS PROHIBITED WII}i0llT THE
between barrel sections by approved watertight assemblies. Place the SPECIFICATIONS 1. Remove And Properly Dispose Of All Trees, Brush, Stum PS, Brush, Stumps, And ether EXPRESSED WRITTEN CONSENT OF LOWE'SHOME CENTERS, INC. COPYRIGHT 2004 ALL RIGHB
barrel and riser on a firm, smooth foundation of impervious sod. Do not Objectionable Material. use pervious material such as snn, gravel, or crushed stone ns backfill 9' TYPICAL RESERVED ~ •
around the pipe or anti-seep collars. Place the flit material around the Ensure That The Minimum Constructed Cross Section Mf ',ross Section Metts All Design
pipe spillway in a-',non !ayens and compact it under and around the pipe to Requirements. nt lens*. *.he same densty ns the adjacent embankment, Care must be Figure 6.20b temporary gravel diversion dike for vehicle crossing (modified from Va SWCC)~
taken not to raise the pipe from firm contact with its foundation when 3. Ensure That The Top Of The Dike ]s Not Lower At Ant rt Lower At Any Point Than The Design
ccmonct~ng under the pipe haunches. Elevation Plus The Specific^cl Settlement
Place a minimum depth of 2ft of hand-compacted backfill over the pipe 4. Provide Sufficient Roam Around Diversions To Permit Mc ins To Permit Machine Regrading And
spillway before crossing it with construction equipment, Anchor the riser Cleanout. in place by concrete or other satlsfactroy means to prevent flotation.
In na case should the pipe conduit be Instaued by cutting a trench MAINTENANCE 5. Vegetate The Ridge Immediately After Construction, Ur :onstruction, Unless It Will Remian ]n
through th dam after the embankment Is complete. Place Less Thnn 30 working Days
5. Emergency spillway -Install the emergency spillway in undisturbed soil. Inspect Temporary Diversions Once A Week And After Ev k And After Every Rainfall. Immediately
The achievement of planned elevations, grade, design width, and entrance Remove Sediment From The Flor Area And Repair The Divei and exit channel slopes are critical to the successful operation of the Check Outlets And Make Timely Repairs As Needed. When Repair The Diversion Ridge. Carefully Needed, When The Area Protected ]s
emergency spillway Permanently Stabilized, Remove The Ridge And The Channel 4nd The Channel Ta Blend With The
Natural Ground Level And Appropriately Stabilize It. 6. Inlets -Discharge water into the basin in a mammer to prevent erosion. tabllize It.
Use diversions with outlet protection to divert sediment-laden water to
the upper end of the pool area to Improve basin trap efficiency (References Runoff Control Measures and Outlet Protection)
7. Erosion control -Construct the structure so that th distrubed area is mimized. Divert surface water away from bare areas Complete the
embankment before the area is cleared. Stabilize the emergency spillway
embankment and all other disturbed areas above the crest of the principal spillway Immed'~ntely after construction (References Surface Stabilization),
8, Safety -Sediment basins may attract children and can be dangerous, Avoid steep side slopes, and fence and mark basins with warning signs if
trespassing is likely. Follow all state and local requirements.
MAINTENANCE Check Sediment basins aFter periods of significant runoff. Remove sediment
and restore the basin to its original dimensions when sediment accumulates to one-fourth the design depth.
Check the embankment, spillways, and outlet For erosion damage, and inspect the embankment for piping and settlement, Make all necessary
repairs immediately. Remove all trash and other debris from the riser and
pool area 0 _ ll,.l
~ ~ry U
V W 2
U
I-
SEE POND SECTION }
SHEET FOR DETAILS m
OF POND IN SEDIlVIENT Z ~
CONDITION
z
Z rr~~ o
V1 o ~
I"' ~ U
J W
Wo
m a • ~
ORIGINAL
ISSUE DATE: 319106
PERMIT SET
IJJUt um It:
CONSTRUCTION SET
ISSUE DATE:
DRAWING NUMBER:
sr- ""l 2

• •
15' REVISIONS PRE•BID SET POST BID SET
ISSUE DATE ~ ISSUE DATE
DATE DESCRIPTION
TOP OF BERM 678,5
N.T.S.
EL ~ 677,50
-I
100 YR, STORAGE ELEVATION 677.36
- -I _ _ CLAY CORE (SEE
I DETAIL THIS SHEET)
10 YR, STORAGE ELEVATIONS 675,82
-
- - I' WEIR _
- IE, 673,00 1
- -
3 • J •
- I" STORAGE ELEVATIONS 672,58 L~xav
a*~ ~~.q ° ' ~
+s4 ~
36 LF OF 36" ~'r7 h
RCP/CPP m I,II~ - - - 5' X 5' CONCRETE RISER STRUCTURE } i~~~l lam. t ry
ENERGY -
DISSIPATING _ ~ ~ Y~ &IP9~~y^' pro; ~ ~ .i q~~~~y eee®~ ~~t ,
HEADWALL- - EXISTING GRADE ay ~"I
- 19.75' '4....! "~~9t~fAttt#raa
~ 19,75' 2.5" PVC W/ 90' ELBOW IE ~ 671,00 • •
RIP-RAP i ~ ~ EL. 671,00 ~ IE ~ ~ IE ~ 671,00
PRON, SEE ~ rn _ _ _ _ _ U
DETAILS -36'~~-~ ~ IE ~ 670,60 - z PERMANENT POOL ELEVATION ~ 671,00 Z
III - - ~ rn
- - I ~ - Z ~ ~
BOTTOM OF POND ELEVi 667,00 - IOJ5'X10.75' ~ o a` Q ~ ~N
ANTI-SEEP _ _ _ _ _ _ _ _ _ _ - I ` /C/IIA~ W
10,75'X10,75' ANTI-SEEP COLLAR, SEE i I-III-III-III-III-III-III-! I I-III-III-' -I ~ (-III- ~ c Q ~
AR EE DETAIL NOTE BOTTOM OF CLAY CORE TO BE 'KEYED' COLL S S I TIN A T I DETAILS INTO EX S G GRADE, SEE CL Y CORE DE A L 65,00 TOP ~ - ~ 0 ~
Q N ~ F Q
7' X7' X8" OF FOOTING FOOTING TOP 0 CLAY U p U c+1 CORE EL. 875.00 ~ ~ c~
8' ~~r N
0 } ~ J n O r, c o~~
~ ~ ~o
~ , c0
i. ~ ~ N v ~ _ ~ p~ _
NOTE )TE ~ Z ~0c
I, BASIN, FRAP Q .C N N BASIN, FRAME, AND GRATE J ~ N
MAY VARY IN ~Y VARY IN NONESSENTIAL W ~ W U
tt4 TEFL REBAR (GALV, OR ASPNAL TEMPORARY AND PERMAI~NT CONDITIONS DIMENSIONS v1ENSI0NS EXISTING W
S COATED) TACKWELD AT 3-4" O.C. EACH GRADE ~
WAY LAID IN TOP OF BASIN 2' i. - -
5'-0" 5'-0" (MINJ _ ~ CLAY "KEY" TO BE • •
PLACED IN EXISTING , GRADE LOWE S HOME CENTERS, INC.
4' -0" 4' -0" 4'
HWY. 268 EAST, EAST DOCK OTTOM OF CLAY N. WILKESB~RO, NC 28659
CORE EL. VARIES
SMAINTAiN A M~ti'. OF 336.658.4000 336.658.3257 (F)
2' DEpTu FROM EXIST. GRADE) • • THIS DRnw>HC Is rrlE -aPERTr a LeWE's
HALF OF A 48' HOME CENTERS, INC. P>;Y USE OR REPROGUCTION IN WHCIE OR PMT IS P?OHIBREO WTf}{pIJT THE
DIAMETER CORRUGATED E%PRESSED WRITTEN CriN3ENT OF LDWE'3 HOME NOTE I CENTERS, Hc. coPrRICHT soa au R1GHB
HALF OF A 48' METAL PIPE ATTACHED DIAMETER CORRUGATED TO BOX RESERVED O 0 • •
METAL PIPE ATTACHED I I CLAY MATERIAL TO BE USED FOR CORE MUST BE TYPE
TO BOX 'CL' OR 'CH' MATERIALS, AS CLASSIFIED BY THE UNIFIED
SOIL CLASSIF=iCAT10N SYSTEM.
1,00' ~~JEiR ~ ~ -
IE ~ 6-3.00 2.5" PVC W/ PERMANENT POOL L00' WEIR EL. • 673,00 IFI ATI T ~ MATERIAL CLASS C ON MUS BE DETERMINED BY, OR
W ELEVATION 671,00 90 ELBO IN THE PRESENCE OF, THE INDEPENDENT TESTING FIRM.
2.5' ORIFICE ' CONTRACTOR IS RESPONSIBLE FOR VERIFYING THE S
IE ~ 671,00 ~ - _ 2,5" ORIFICE EL, 671.00 PRESENCE OF SUITABLE CLAY MATERIAL ON-SITE, IF
i-i > >-i i i i-iii-i i i- - - - -TOP OF FOOTING ~ 665.00 SUITABLE MATERIAL IS NOT PRESENT ON-SITE, THEN
CONTRACTOR SHOULD INCLUDE IN HIS BID PRICE THE
36" OUTLET PIPE PLA INV, EL 671,00 PLAN T FOR HAULING IN MATERIAL FROM AN OFF- ITE COS S
SOURCE.
SECTION = _ _ _ _ _ _ _ _
COMPACTED SUBGRADE tt4 STEEL REBAR (GA OR 6' OF CRUSHED 7'X7'X8' CONCRETE FOOTING REBAR (GALV. OR ASPHALT
STONE COATED) TACKWELD , 1'ACKWELD AT 3-4' O.C. EACH SCALEI N.T.S.
WAY LAID IN TOP OF IN TOP OF BASIN
DETENTION POND OUTLET STRUCTURE
NTS
MAINTENANCE PLAN ~
1 All r i n n sediment control radices will be the k m e os o a d p c ed
for stabilit and o erasion followin ever runoff roducin } Y P 9 Y P 9 • •
rainfall but in no case less than once every week, Any needed o
r it will m e imm i t l t m Ins in II r ti ~ epa s be ad ed a e y o a a a p ac ces as
d i ned, ~ es g Q w
Z _ 2. The sediment basins will be cleaned out when the level of ~
J sediment reaches the elevations spec~f~ed on the erosion control plans. ~
F Sediment shall be placed on the topsoil pile, Gravel will be cleaned m
or replaced when the sediment pool no longer drams properly.
Q m
3. Sediment will be removed from the sediment basins and block V Z
and gravel inlet protection device when storage capacity has J .i e ~
been approximately 50`b f~,led Gravel will be cleaned or o
replaced when the sediment pool no longer drains properly, ~
4. Sediment will be removed from behind the sediment fence when Z
it becomes about 0.5 feet deep at the fence, The sediment fence
will be repaired as necessary to maintain a barrier,
U) Z
5. All seeded areas will be fertilized, reseeded as necessar - ° Y~ W U ~
and mulched accordin to s ecifications in the ve etative Ian J g P g P ~ ~
to maintain a vigorous> dense vegetative cover, J w
Wo
J ma • •
ORIGINAL
ISSUE DATE: 6119106
r'1 A r"~ I A I ~ I / A I r1 r1 T I 11 /1 I r~ T /'1 r•1 I"'1 A I r"' 111 PERMIT SET
t3H~IIV RI INVK I HWCb I l.Vh'NCKI ` CONSTRUCTION SET
SVVM POND SECTION ~ QISEQ ~ ISSUE DATE:
SP-17

• •
REVI I N
PRE-BID SET POST BID SET
ISSUE DATE ~ ISSUE DATE
DATE DESCRIPTION
1=III=III=III=III=III=III=III=111=III=1 -
' ~ - N,T,S,
-
~ ~ - EL ~ 675,10
' 100 YR. STORAGE ELEVA' 4GE ELEVATION b75.b3
-

- 10 YR, STORAGE ELEVATI( ~E ELEVATIONI b74,b1
-

3' WEIR =1R
' IE, 67200 2,00
I
'I-
- I" STORAGE ELEVATION ~ 6 .EVATIONI b71J8 ~;g~.~~~~ , F,
I- ~ ~ ~r. b°j~~ ~
'I - 90 LF OF 36' _ • ~
RCP/CPP m L44`b ~ I - s. ~ ~ -
TIE INTO ~ ~ - 5' X 5' CONCRETE ' CON BETE RI ER T T R F ` ' - C S S RUC U E ~
JUNCTION BOX 24 ~ I - 8 ~
(iNV IN 6b8J0) ~AA •bpp~ 4 ' ~,~~li~lti~• a
- EXISTING GRADE ~ ~ ~°~~e~nne"-~ .,o DE ~a ~',3
19,75' - - rapt ` ~ ~ ~ ~ a~+TFt4~f 12d~
19,75' 2,5" PVC /2,5" PVC W/ 90° ELBOW
~ ~ INV 670,00 EL, 670,C EL, b70.00 • •
°rn _ ~ _ _ IEI b70,00
-36~OUTFI-OV~t PIPE - z PERM U PERMANENT POOL ELEVATION b70,00 Z
I I - - - - - ~ ~
~ ~
I 10,75'X1 J5, BOTTOM f I -I Z ~ ~D BOTTOM OF POND ELEV ~ bbb,0 _ ~ a`
ANTI-SEEP ~ _ _ _ I - Q N _ ~ C
10.75'X10,75' ANTI-SEEP COLLAR, SEE ~ - - - I III III _ _ _ _ _ _ L ~ ~ ~ ~ ~ I I-III-I I ~-I ~ I 1 1 X 1 1-I ~ Q> O r (-III-~ - U- C
COLLAR, SEE DETAILS DETAILS Q. ~ U.. ~
b4,00 TOP .00 TOP ~ 0 ~ Q ~ O ~
7'X7'X8" OF FOOTING FOOTING FOOTING Q ~ c ~ ~ o U c~
~ ~ bt~~ N
0 ~ J ~ r.
C ~O~
~ ~ ~ ~0
NOTE= N a` > z
c Q .c cv ~
I, BASIN, FRAME, AND GRATE J ~ ~ - MAY VARY IN NONESSENTIAL ~jJ ~ `
tt4 STEEL REBAR (GALV, OR ASPNA TEMPORARY AND PERMANENT CONDITIONS W U DIMENSIONS ~j,J
COATED) TACKWELD AT 3-4" O.C. EAC ~C
WAY LAID IN TOP OF BASIN
5' -0" • •
LOWE'S HOME CENTERS, INC.
4' -0"
HWY. 288 EAST, EAST DOCK
N, WILKESBORO, NC 28659
3,00' WEIR
IE 672,00 336.658.4000 (V) 336.658.3257 (F) • •
THIS DRAN7NG IS THE PROPERTY OF LOWE'S HOME CENTERS, INC. ANY USE OR REPRODUCIIDN
3,00' U 3,00' WEIR EL. b72.00 IN HOLE OR PART I9 PROHI8ITEDWTTFpUT THE E)(PRESSED WAI7TEN CONSENT OF LOWF3 HOME
HALF OF A 48" DIAMETER CORRUGATED CENTERS, MC. COPYRIGHT 20M ALL RIGHTS ~ RESERvED
METAL PIPE ATTACHED 0 0 • • I t
TO BOX HALF HALF OF A 48" ~ ~
_ DIAMETER DIAMETER CORRUGATED
METAL PIP TO METAL PIPE ATTACI-IED TO BOX ~
2,5" PVC W/ PERMANENT POOL
90' ELBOW ELEVATION 670,00
2.5" ORIFIC IE~ 670,00
2.5' ORIf 2.5' ORIFICE EL, b70,00 ~
i-iii-i i i ~-iii-i i i- - - _-TOP ~ ~-TOP OF FOOTINGI bb4,00
36" OUTLET PIPE
INV, EL 670,00 - - _ - PLAN
SECTION - - - - - _ _ _ _
COMPACTED SUBGRADE
OR 6" OF CRUSHED 7' X7' XS" ~7'X7'XS" CONCRETE FOOTING tt4 STEEL REBAR (GALV, OR ASPNAL
STONE COATED) TACKWELD AT 3-4" O.C. EACH
WAY LAID IN TOP OF BASIN
DETENTION POND OUTLET STRUCTURE
NTS
m
• .s •
O
W Y
U
MAINTENANCE PLAN Q W_ Z
U
I, All erosion and sediment control practices will be checked eck J ed cn
for stability and operation following every runoff producing ~ Qm 9
rainfall but in no case less than once every week. Any needed needed ~
repairs will be made immediately to maintain all practices as es as Q m
designed, 3
2, The sediment basins will be cleaned out when the level of ever of ~
sediment reaches the elevations specified on the erosion control p - o ~ control plans.
Sediment shall be placed on the topsoil pile, Gravel will be clear ill be cleaned
or replaced when the sediment pool no longer drains properly Q >r rl ope v, Z
3, Sediment will be removed from the sediment basins and block and block
and gravel inlet protection device when storage capacity has y has ~ Z
been approximately 50~ filled, Gravel will be cleaned or x ~ L1J Q z
replaced when the sediment pool no longer drains properly, erlY, J t-
4. Sediment will be removed from behind the sediment fence whE G U
it becomes about 0.5 feet deep at the fence, The sediment ter fence when ~ o ~ W ~
will be repaired as necessary to maintain a barrier, .,dement fence J ~ m a
• •
5, All seeded areas will be fertilized, reseeded as necessary, ORIGINAL eSSarV, ISSUE DATE: 6/19106
and mulched according to specifications in the vegetative plan 'e plan ~ - - - - - - - ~ . PERMIT SET
to maintain a vigorous, dense vegetative cover.
tsA51N tt1 (tiUUTHEAbT C;URNER)
SVVM POND SECTION E RISER ISSUE DRAWING NUMBER:
SP-18

• I ~ _ _ _ ~ ~ • •
REVISIONS ~ PRE-BID SET POST BID SET
x ~ ISSUE DATE ~ ISSUE DATE
DATE DESCRIPTION
- x x x x x _ N_ 87'3217 E 636.50' TOTAL ~ ~ _ - _ X - Y - - - - - - R' ~,,.R x ~ 108.09 x -x-x x X-Y X-~ X--x x _..n... ~ - ~ - - - - - -

EXISTING VEGETATION. TO ::REMAIN _ : ~ EXIT 26
i I RM:. (~O.':. UN~IS`fii~Eb::;SUP~E~) ~ . 2.-G... _ f : EXIT 27
_ - - ~ i - - - OE
X s , INTERSTATE B5
_ uc~~- U, ~ M _
UPLMhf~ ~ ~ - .r.~. , . ~ ~c F- ~ N o ~ SITE
~ ~c ~r3E ~ l ~ ~ z
--uG~ti~i,,,, 3-M - ~ I-RM t 3 M j ~ ~ Os ~ ~ ~ ~ ~
NING \ wl ~ u;~usav w, Q
SINE r~~ ~ ~ °Q~° v .a fl 5,,~~~- I-RM _ I-RM ~ti ~ Q
30 . ~ ~ - --a
2-C.~. r`r`:-~,, WN G 15-CH N ~ V W • •
'd ~ ~ U 2 ~ - ~~l ~ ~ I M 'g. .4,e->-o, , ~ I- o N N
4 I 20- fl 0 I
~a Ira: I wN I 111111111, /
I-R ' ~ _ r M x I M 3-S I ca N Z ~ ti I ~
~ ~ ` ap-Rc; s , ~ I 0-WN . - I ~ n - / ~
I ~ ~ , ~ 15-WB I ~/!C!NlTY MAP - 1 - 7200 ?
0 I ~ I. , I ~ ~ ; i 3- SEAL
4-M 30- 2fl I . ~ ~ 10585 I- - ~ ;9 ~ a.
. a wrv wN ,o,, I_ 2-RO ,e
~~2...~. ~ I ~ t S 8 .,IFS "Vr 0 , ti,,IR, FRE
I-RM ~r~ ~o,. 15-CH I I 1 I/+Inul~
~r;..:~:1~~ ,x~ ~ ~ I ~ I ,~~w~ ..2_C ~ ~ ~ ~ 0
I
I FFE' 693.00 . ~ I-R I
i I RM - e~o~ - -WB I U
. _ -~-~~.,.,fl-Dr'I ALL ISLANDS TO BE SODDED 3 C 2-R I ' ~ Z rn I ~ - ~ ~
L ~ S WITH BERMUDA SOD ~0
- I Z ~ mrn `~N
Q - Q c m
i-RM ~ ti 3-GA ~ I G Q > d I ~ ~ Q c
_-C 1 I c0 lL. ~ o
Q I -CH I 2-C I ~ ~ ~ Qm d Q 0~
I a ~ I Ln m Q U p U
Y ~ N ~ ~
I I a ~ } N ~ i~-
~ ~ a t~ \ ~ 24-WB 2 RO c J~nO I ~ m to
e
~ ~ m ten, ~ rn
~ ~ I CH \ ~ ,o~ Q ~ > p a~ 0 ~
o ~ ~M .c N m
~ ~ . - 2-Z 2-Z I-Z ~ Cn m 2-z W c
PLANT LIST ~ 5-WB l + + l W U l SroP 1
I QUANTITY SYMBOL CODE SCIENTIFIC NAME COMMON NAME SIZE REQUIREMENTS SPACING ~ + + i ~ \ + +
~ l + ~ ACER AUTUMN FLAME 4' CALIPER, - - //r _ • •
• RUBRUM j AS _ 30 RM RED MAPLE 10 MIN. HT, ,SHOWN i-Z 15-W ' 29' E LOWE'S HOME CENTERS INC.
'AUTUMN FLAME' B B a ~ - - - - 6 - ~~,~;~w - - _ _
HWY. 268 EAST, EAST DOCK - N. WILKESBORO, NC 28659
4' CALIPER I ~ , . ";''~t,~ti _ _ QUERCUS WILLOW ! AS ~ 2 G 14 WO 10' MIN. HT, ~ ~ PONDSCAPING SEQUENCE AND b b
PHELLOS OAK ~ SHOWN , , _ _ B6B ~ a
ACER - 2-R - 2-RM 2-I 4' CALIPER, ( _ A sPEC~F~CAT~ONS F~R WETLANDS PANTS 336.658.4000 {V)336.658.3257(F) 2-RO -RM - • •
SACCHARUM SUGAR 10' MIN. HT, ~ AS I-NO ~ 22 SM ~ ~ ~ C/ t , A ~ THIS CRAWING IS THE PROPERTY OF P WES TI N M ~ PONDSCAPNG S~QUENCE; HOME CENTERS, IJC. ANY USE OR RE RODUC 0
'LEGACY' MA B6B ~ ~ - I ~ I NC a -NO 1r WHOLE aR PART IS PROHIBPFC WNHUUT THE • • ~ ~ T ~ ^ H ^ V CENTERS, NC. ICOPYRIGH12W3 ALL RIDWES HOAE 1. E ~ „R ~ STABILIZATION OF ALL DISTURBED AREAS RESERVED
-0 4' CALIPER, AS ~ 15- - 15-C _ TO BE PERFORMED WITHIN 72 HOURS OF FINAL GRADE • •
QUERCUS ~ 4- - 7 NO NUTTALL OAK 10' MIN. HT, SHOWN I NO 2R I-NO 2. THE AQUATIC PLANTING WINDOW IS FROM APRIL 1 TO
NUTTALLI BEB ~ - B 0 15-WE o JUNE 15.
15-WB 3. RECONFIRM PLANTING ELEVATIONS ONE WEEK PRIOR
4' CALIPER, AS 1 + Z ZELKOVA SERRATA GREEN VASE a ~ 15- _ w TO PLANTING, 0
' 8 ZELKOVA 10 MIN. HT, SHOWN 1 'GREEN VASE' _ BEB ° 4. THE PLANTING PLAN SHOULD BE REVISED AS
2-R NECESSARY, AND THE SITE SHOULD BE STAKED AND I-NO w ~
4" CALIPER, -CH I-NO QUERCUS RED AS ~ FLAGGED, ¦
26 RO 10' MIN. HT, ;;MOWN f RUBRA OAK is t -CE BBB ~ 5, DE-WATER THE WETLANDS 24 HOURS PRIOR TO
-WB ~ 2-R - 0 IRM s s PLANTING, r%~
4" CALIPER, AS -RM FRAXINUS GREEN r, ~ 15 W m 2-RO 6. PLANT WETLAND. N 7, M L H AN WAT R A N o U C D E STOCK S EEDED.
II GA 10' MIN, HT, SHOWN ~ 15- I-RO PENNSYLVANICA ASH ! B~B ss I-N I - I-G ~ a ' 8. INSPECT LANDSCAPE TWICE PER YEAR,
I_G -RM I F I-RM! 9. RE N ORCE PLANTING AT END OF FIRST AND SECOND
F ~ CRYPTOMERIA YOSHINO ULL 20' 19 C JAPONICA 4'-6' MIN, HT. O C Ss GROWING SEASON,
'YOSHINO' CRYPTOMERIA B B 8-SM 6 10, RESTRICT MOWING TO DESIGNATED AREAS.
MAGNOLIA BRACKENS FULL s ' • • t t 11. SUPRESS WEEDS, AND VINES ON TREES AND SHRUBS
GRANDIFLORA BR, BEAUTY AS s DURING YEARS 2 AND 3,
21 M N TH N 6'-8' MIN, HT. \ N I CH BRACKENS BROW SOU ER BBB ,]MOWN ~ ss - 2-RO GA I-GA i \ / ~
I BEAUTY' MAGNOL A ~ !1 D A - - I- T
\MV 3-G H ILEX CORNUTA CARISSA 15" MIN, HT. 4' MARKER Q 224 C DE ENTION WETLAND PLANT LIST f
o 7"W ~s _ 'CARISSA' HOLLY 5 GAL. O.C. \ QUANTITY SYMBOL SCIENTIFIC NAME COMMON NAME SIZE REQUIREMENTS SPACING PLANTING NOTES
BUXUS ~ ss ~ WINTER GEM 18" MIN, HT. 3.5' °l °o}T 1 I PANICUM 3'
9 o WB MICROPHYLLA ~ ~ m ",oo" ~ ~ `2Q 8 BOXWOOD 3 GAL. O.C. >",oo 'WINTER GEM' ~s o °~~I 3,000 SWITCNGRASS 4" POTS STANDARD PLANTING 2O- ° ~p_y~ ~ (SW) VIRGATUM APART
s NANDINA s w 2 •
M TI A HARBOUR DWAR 8" MIN. HT, 2 ~ s N 174 DN DO ESC NANDINA 3 GAL. O.C. 7-W ~ 0 r. ` T BER 3 PLANT TUBERS 2"-3" SAGITTARIA DUCK ~ 1,220 U S I T ~ N 0 DAMP SOIL OR IN $1 Ib- LATIFOLIA POTATO APART rn
'HARBOUR DWARF „ . C Ip~l~: °y~ (DP) WATER 12"-I EEP ~ :d rid . , 8 D m ~ ~ y
~ a
~ a NAJAS AT PLANT R T 2"- Q m ~ 2O-n+1N . °T r> 400 W ER ROT 5 00 S 3 0 0S o
SS - ° GUADALUPENSIS NYMPH APA T DEEP IN MUD z (WN) R - w J ~
~ s 7-WO \ s ~ ;a ° w I
LOWS S STANDARD LANDSCAPE NOTES IRIS BLUE FLAG O = I~-S5` 350 ~ I GALLON 3 STANDARD PLANTING U VIRGINICA IRIS APART
IT (IR) ~ Q ~
I. ALL PLANTED AREAS SHALL RECEIVE A 3' LAYER OF SHREDDED PINE ~ 1 m
' N I I W AT EQUAL TO "WEEDBL CK" BY ~ BARK MULC OVER A 0 ML EED M 0 NI I V 0 B SCUS ROSE 270 I GALLON 3 STANDARD PLANTING o (RO) MOSCNEUTOS MALLOW APART Z = 00
EASY GARDENER OR DEWITT WEED BARRIER. ~ Q ~ z ~ 3
2 ALL I T BE AREA T R FINING PLANTING (INCLUDIN ~ D S UR D S NO EC S G ~ 0 EUPA70RIUM JOE PYE 3' J 560 I GALLON STANDARD PLANTING
RIGHT-OF-WAYS) SHALL BE SEEDED, ~ ~ (,JP) FISTULOSUM WEED APART o
~-s- 0 a W Z
3. ALL WORK SHALL BE DONE IN STRICT ACCORDANCE WITH DIVISION 2 WETLAND r . i i NELIANTNUS SWAMP 3' ~ Z 0 N E C` : ~ 590 I GALLON STANDARD PLANTING 0- Z
OF LOWE S STANDARD SITE SPECIFICATIONS, AREA ~ `r ~ V~ ~ (SS) ANGUSTIFOLIUS SUNFLOWER APART Q
4. THE OWNER OF TF-E PROPERTY IS RESPONSIBLE FOR THE U Z
CONTINUED PROPER MAINTENANCE OF ALL LANSCAPING MATERIALS AND ~ ~ ECNINACEA O c 380 PURPLE I GALLON 3 TAN AR P A TIN W Z
SHALL KEEP THEM IN A PROPER, NEAT AND ORDERLY APPEARANCE, wETLAN (PC) PURPUREA CONEFLOWER S D D L N G ~ ~ APART J
FREE FROM REFUSE AND DEBRIS. ALL DEAD OR UNHEALTHY PLANT T I AREA MATERIAL SHALL BE REPLACED WITHIN 180 DAYS TO MAINTAIN THE I ~ ***CAUTION*** Z J w W
QUALITY OF THE LANDSCAPING. IN NO INSTANCE WILL TI-~ CITY OF ITEA VIRGINIA 3 Q LU o UTILITIES PROTECTION SERVICE 1,060 WEFT PIRE I GALLON STANDARD PLANTING J m m o:
P I F THE MAINTENANCE OF ANY VEGETATION i \ BELMONT BE RES ONS BLE OR (IT) VIRGINICA S S APART a
UNLESS SUCH VEGETATION IS WITHIN THE PUBLIC RIGHT-OF-WAY OF A ~ 3 DAYS BffORE OICGING CALL • • TOLL FREE 1-800-632-4949 ORIGINAL ISSUE
CITY MAINTAINED STREET OR 15 LOCATED ON PROPERTY OWNED BY THE _ ~ PLANT SOURCES DATE:6120lO6
CITY OF BELMONT. ; ! \ A arE clu sshw Foa ca*u~nrY ANO ,ae sA~tY _ .
_ 680.77 \Y I s MtLLUW MAkSH I-AKM rtKmii sti
75 . 5. SEE LANDSCAPE DETAILS SHEET FOR ADDITIONAL LANDSCAPE 6 a 2 1312 WOODY STORE RD. ISSUE DATE: GAN,gII „
NOTES, 68135 , °E UTILITIES SHOWN HAVE BEEN LOCATED SILER CITY, NC 27344 CONSTRUCTION SET THE FIELD SUOUro FROM E RMV4~OR MAKES NO GUARANTTEETHTHATTTTVE UN~CCRROUND P. 919-742-1200 ISSUE DATE:
CE UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES RI THE AREA, EITHER IN SERVICE OR ABANDONED. THE SURVEYOR FURTHER DOES
6gL4g.// ~ ~ _ NOT WARRANT THAT THE UDERCNOIRD UTILITIES SHORN ARE IN 0 DRAWING NUMBER: VE EXACT LOCATION INDICATED, ALTHOUGH HE DOES CERTIFY THAT
/ 681.50 67627 ll' d THEY ARE LOCATED AS ACCURATELY AS POS98LE FROM RFORMATION AVAILABLE. THE SURVEYOR HAS NOT PHYSICALLY LOCATED THE 0 6O H2O UNDERGROUND UTILITIES,
- / / 676 3 662.93 66.3 Fi SP-7 SCALE 1" 60'
E

• •
it ~ ~ ~ JT ~,~~~~~T I A i
ii I i EVISIONS R PRE-BID SET POST BID SET
~ --X_~ r ISSUE DATE ~ ISSUE DATE
DATE DESCRIPTION
_ . ~ - X X ~ _ _ F / A .
, ~ ~ - x - ~ x x - - - - -L 87'3217 E 636, 50' TOTAL / , ~ I. r ~ x x - x- - . t / 1.~:, . ~ ~r . n~r..*r ~~i .rKi+..r....~.wn~rn+r..~+. w:. mow. ~w.--7~ . ~..w.~.r.. .w. K..~~.i{..-wc. ~ _ (108.09 X-x X- ~ X-x-X-X X x-
:~n ~s << ti,~,~: _ , _ _ 528.4'1' r ~ ~ _
, ~4. EXISTING . VEGETATION: TO REMAIN. . , i-~ : : (54`:: UNDIST{Eb::$~i~~Ei?). ~ EXIT 26 1
EXIT 27
- i - _ OE
\ X ~.P.. INTERSTATE 85 M
2- " _ - _ -
_ ; u~ ~ I-M - - UPLMKR ~ ~ . _ N I- ~ T ~ o ~ SI E
~---uc ~~yl I-RM _ ~ ' \ ~ Z
-E~- - ~ : h j stop - - P MKR 3-M - 0~ I-RM - u~ - j
3-M ~ wl ~ ~x~vsoN w. ~
ZONIN ~ ~r ~~o~> L SINE ~ ~ ~ ~°,Q~ ~ I-RM .a ~ ~ o Q -L~
_ I-RM e ~ , ~ ~
~ ~ ~ ~ - U N ( Q,
2 C ' U I-M ~1 C~ ~ ~ ~ , ~ W • • N
~ .1 . ~ > ~ 20 0
I : ~ ~ wN SQ 1R c ~ Nflllll+~~
t-RM . , ~ I- M 3-S r X 0; N ~
I _ n_ i i,0 ~ ,9 4
O a _ ~ - ' 15 WB _ ¦ VICINITY MAP 1 7200 <<
~..i. `b 6` , ::~C~::I~. I I SEAL . $
4M _ 10586 t 1- - „
~3O 20- I . _ r p I ENO E~~•'• ~
~ WN . ° WN I_ 2 RO S 8 IN FS ~,P,.
~-RM 15 CN I q• PREE ~+~~NrunU'~~
N.~.... r t
~~w~ . _ ~ Q ~ ~ 2_ I I
~ FFE ~ 693.00 _ . ~ I
.~d ~ I-R U I ( ~ ~
I RM - _WB _ I ALL ISLANDS TO BE SOt;DED 3-C ~ . ~ 2 R I Z ~ I ~
~ S WITH BERMUDA SOD L~ r I l ~ ~p I ~
_r- _ ~ - I Z ~ cv U ~
I Q ` N
° - _ ti 3_GA I ~ Q>a I ~ LL Q
I RM I ro lL ~ o
~ I- 2_C -CN I Y ~ Q00 ~ ~ ~c
° I ° I ~ ~ Q ~ p ~
I N C~~
° ° ~ ~ C ~I I ~ cn 0
o x. P ~ ~ ° ~ 24-WB 2 RO
~ ~ ~ N ~ 3
o ~ ~
~ ~ Z ~ ~ ~ > ~ 0 ~
~M .C N m
1-Z ~ 0) 2_z ~ W ~
2-Z PLANT LIST 5-wB j , + + j'~ oc W c~
l~ ! W
E SCIENTIFIC NAME COMMON NAME SIZE REQUIREMENTS SPACING ~ ° ? + + i ! i C~UANTITY SYMBOL COD j + ~ ~ _ ~
R ~ - - ACE AUTUMN FLAME 4' CALIPER, AS • 2g' E LOWE'S HOME CENTERS, iNC,
30 RM RUBRUM RED MAPLE 10' MIN. NT, SHOWN 15 ~ I-Z AUTUMN LAME BBB - - _ - - - HWY. 268 EAST, EAST DOCK
'v '%6~, ~ 2-~ - N. WILKESBORO, NC 28659
4" CALIPER, ' 2-G - _ QUERCUS WILLOW I MIN, NT, AS \ - _ PONDSCAPING SEQUENCE AND ~ ~ ~
14 WC PNELLOS 0 SHOWN OAK BBB \ ° - 336.658.4000 (V) 336.658.3257 {F)~ SPECIFICATIONS FOR WETLANDS PLANTS
t 2-R - 2-RM 2-RO _ - -RM - s.•~~~ • 2 RO THIS DRAWING IS THE PROPERTY OF LOWES
ACER ~ ~ I .r~; ° - 4 ~A~~P~R, AS ~ ' I-N0 c - ACCHARUM SUGAR ; ~ A, D PONDSCAPINC, SEQUENCE. HCNE CENTERS, INC. ANY USE OR REPRODUCTION M WHOLE OR PART IS PROHIBITED WffHOUi THE
22 SM S , 10' MIN. NT, SHOWN ~ I-NO LEGACY' MAPLE BBB i -NO E%PRESSED WRITTEN CONSENT OF LOWE5 HOAE Y7 ~ 1, TEMPORARY STABILIZATION OF ALL DISTURBED AREAS DENTERS.iNacD~iGMZaosuLRlGHrs
i x - 0 - ° ° RESERVED TO BE PERFORMED WITHIN 72 HOURS OF FINAL GRADE • •
4' CALIPER, AS ` ~ ~ 15- 15-C _ QUERCUS IN NT. WN ' ` 4- I-NO ~ 2-R I-NO 2. THE AQUATIC PLANTING WINDOW IS FROM APRIL 1 TO
7 NO NUTTALL OAK 10 M SNO ~ ~ _ - _ NUTTALLI BEB B I- 0 - o JUNE 15.
~ - 15-WB ~t _ _ 15-WB 3. RECONFIRM PLANTING ELEVATIONS ONE WEEK PRIOR
4' CALIPER, AS ~ i 15- - ' ZELKOVA SERRATA GREEN VASE ~ - w TO PLANTING. 0
10' MIN. NT, SHOWN ° _ g + Z LK VA 1 - 'GREEN VASE' ZE 0 88B - ° 4. THE PLANTING PLAN SHOULD BE REVISED AS
° 2-RO I-NO - NECESSARY, AND THE SITE SHOULD BE STAKED AND I-NO w F A E
4" CALIPER, AS -CN s _ I L GG D. ¦
QUERCUS RED N NT, N WN 'sf _ _ 26 RO IO' MI . S 0 aols ~ ~ RUBRA OAK B5B - - _ - 5. DE-WATER THE WETLANDS 24 HOURS PRIOR TO
WB 2 RO I RM PLANTING. w" _ ~
4' CALIPER, qS -RM ~ N m 2 RO 6. PLANT WETLAND. I ~ N 7, MULCH AND WATER STOCK AS NEEDED.
FRAXINUS GREEN 15_ I „ Y'~,g _ GA 10' MIN, NT, SHOWN ~ IRO II PENNSYLVANICA ASN \ o ~ o ~ 8. INSPECT LANDSCAPE TWICE PER YEAR,
BBB I-N I - I-G \ ° -RM 9. REINFORCE PLANTING AT END OF FIRST AND SECOND
CRYPTOMERIA FULL- YOSNINO 20 I-RM. GROWING SEASON.
C JAPONICA 4'-6' MIN, NT. O.C. ~ 8-SM 19 CRYPTOMERIA 10, RESTRICT MOWING TO DESIGNATED AREAS.
'YOSNINO' BEB \ ~ ~ . t ~ 11. SUPRESS WEEDS, AND VINES ON TREES AND SHRUBS t s t
RA EN ~ MAGNOLIA B CK S FULL ss \ DURING YEARS 2 AND 3,
GRANDIFLORA BR. BEAUTY - IN. NT AS I CH ` _ 6 8 M \ \ ~ 21 M 'BRACKENS BROWN SOUTHERN SI-IOWN ss ~ I G, _ 2-RO
BBB \ ~ . BEAUTY' MAGNOLIA \ -
M~ ~ p 3-GA - - - ETENTI N WETLAND PLANT LI T I D 0 S
ILEX CORNUTA CARISSA 15" MIN. HT. 4' MARKER\ ° N s \ 7~°1' 224 o C 'CARISSA' HOLLY 5 GAL, O.C. ~ QUANTITY SYMBOL SCIENTIFIC NAME COMMON NAME SIZE REQUIREMENTS SPACING PLANTING NOTES
~ Y BUXUS ' °1~?n PAMCUM 3
WINTER GEM 8 \ ro o ° °°°°°o"; I "MIN. NT, 3.5' ` I ° ° 189 o WB MICROPNYLLA 3 GAL, O.C. ~ , 20- ° ~ ~ ` ~ ~ SWITCNGRASS 4" POTS ~ 3>000 VIRGATUM APART STANDARD PLANTING
B XWOOD x ~Q'~ WINTER GEM' 0 s,; ~ y ~°~o>a N ~ " >r ~ ~ IOO"WN 30-WN (SW) w 20- •
NANDINA HARBOUR DWAR 8" MIN. NT, 2' ~ ~ "~ox 1 w ' SAGITTARIA DUCK TUBERS 3 ~ PLANT TUBERS 2"-3" ~ ~ ~ - 1,220 APART INTO DAMP SOIL OR IN ~
174 ° DN DOMESTICA NANDINA 3 GAL. O.C. 7-WO ~ ° a ~ ~ ~ . 'HARBOUR DWARF' ~ 3 ~ I~_ LATIFOLIA POTATO ~ ' IC~~P • (DP) WATER 12"-18" DEEP m 0 i~ ~

\.~oo ` NAJAS WATER 5' PLANT ROOTS 2"-3" m ' ~ 20-Y~1N oo~~' ,N - 400 0 ROOTS Z o
~ \ ° ss ~ , ? GUADALUPENSIS NYMPH APART DEEP IN MUD _ w
- ~ w
7 WO ° 1 ~ ° ARD LANDSCAPE NOTES t ~0'SS 50 IRIS BLUE FLAG I GALLON 3 STANDARD PLANTING v
LOWS S STAND S I IRIS AP RT ?:28O~T ~ tIR) VIRGIN CA A p N Q ~
I. ALL PLANTED AREAS SHALL RECEIVE A 3' LAYER OF SHREDDED PINE ~ s , m U
6ARK MULCH OVER A 10 MIL WEED MAT EQUAL TO "WEEDBLOCK" BY ~ 0 HIBISCUS ROSE 3' 270 I GALLON STANDARD PLANTING Z a (RO) MOSCNEUTOS MALLOW APART = m
ITT D BARRIER, ~ ~ EASY GARDENER OR DEW WEE Q ~ z
\ ~ ° ~ ~ - . 0 EUPATORIUM JOE PYE 3' J
I TUBBED AREAS NOT RECEIVING PLANTINGS (INCLUDING - ~ 2 ALL D S 560 I GALLON STANDARD PLANTING („Jp) FISTULOSUM WEED APART D. o a
RIGHT-OF-WAYS) SHALL BE SEEDED. ~
IN TRI T ACCORDANCE WITH DIVISION 2 ~r ' ~ 3. ALL WORK SI-IALL BE DONE S C WETLAND s~ eea°e°e°e° NELIANTNUS SWAMP 3' 590 I GALLON STANDARD PLANTING ~ Z 0 ~J E D : , ~ I_ ANGUSTIFOLIUS SUNFLOWER APART
OF LOWE'S STANDARD SITE SPECIFICATIONS. AREA ~ \ ~ (SS) Q F-
U Z
4. THE OWNER OF THE PROPERTY IS RESPONSIBLE FOR THE ~ T FALL LANSCAPING MATERIALS AND - ~ ~ a 0 ECNINACEA RPLE
CONTINUED PROPER MAIN ENANCE 0 NA KEEP THEM IN A PROPER, NEAT AND ORDERLY APPEARANCE, i S LL WETLAN 380 ~ I GALLON 3 STANDARD PLANTING W z F 0 (PC) P RP REA CONE LOWER APAR I _I U U v
FREE FROM REFUSE AND DEBRIS. ALL DEAD OR UNI-EALTNY PLANT AREA sJ, ***CAUTION*** z -1 w W
T I HALL ~ REPLACED WITHIN 180 DAYS TO MA~ITAIN TI-E MA ER AL S ITEA VIRGINIA 3' Q MW o 1,060 I GALLON STANDARD PLANTING J W m ~
QUALITY OF TI-E LANDSCAPING. IN NO INSTANCE WILL Tl-E CITY OF - \ TI UTILITIES PROTECTION SERVICE pT) VIRGINCA SWEETSPIRE APART a • •
BELMONT BE RESPONSIBLE FOR THE MAINTENANCE OF ANY VEGETA ON I N I WITHIN THE PUBLIC RIGHT-OF-WAY OF A 3 o~n eEFORE olcclHC cAU ORIGINAL ISSUE TOIL FREE 1-800-632-4949 PLANT SOURCES DATE: 6120106
UNLESS SUCH VEGETAT 0 S ; ~ CITY MAINTAINED STREET OR IS LOCATED ON PROPERTY OWNED BY THE -
• r~ n"~~ !M!le•"e [M MY~~IWN eW\ YIO C°RTV / I \ w~r~• •~r e•~T
CITY OF BELMONT. 680 77 MELLOW MARSH FARM rtrcmi i ati
n 1312 WOODY STORE RD, ISSUE DATE: CALITgII
5. SEE LANDSCAPE DETAILS SHEET FOR ADDITIONAL LANDSCAPE E _ 6>52o ~I .35 ' U THE UNDERCROLI D UTILITIES SHOWN NAYS BEEN LOCATED SILER CITY, NC 27344 CONSTRUCTION SET FROM FIELD SURWY NIFORNATION AND EXISTING ORAWNGS, P. 919-742-1200 ISSUE DATE:
NOTES, 68, OE _ CE Y THE SURWYOR NAVES NO GUARANTEE THAT THE UNDERGROUND UTUTES 940M COMPRISE ALL SUCH UTILITIES N THE AREA,
681 OTHER N SERVICE OR ABANDONED. THE SURVEYOR FURTHER DOES DRAWING NUMBER: NOT WARRANT THAT THE UNDERGROUND UTILITIES SHORN ARE IN D THE EXACT LOCATION INDICATED, ALTHOUGH IE DOES CERTIFY THAT
THEY ARE LOCATED AS ACCURATELY AS POSSIBLE FROM (FORMATION AVAILARZ THE SURVEYOR HAS NOT PHYSICALLY LOCATED THE O 60 120
~ 681 76.2 8,> UNDERGROUND MUTES 151 1 SP-7
- / 7 676.34 662.93 SCALE I" = 60'
•