20031566 Ver 1_COMPLETE FILE_20031211

MCDENR
North Carolina Department of Environment and
Division of Water Quality
Michael F. Easley, Governor
December 17, 2004
Mr. Leigh Rounds
ATAPCO Steelecreek, Inc.
8301 University Executive Park Drive, Suite 100
Charlotte, NC 28262
Subject Property: Steel Creek Executive Park, Charlotte, NC
APPROVAL Or STORM WATER MANAGEMENT PLAN
Dear Mr. Rounds:
William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
DWQ Project # 03-1566
Mecklenburg County
The Division of Water Quality (DWQ) has reviewed the Storm Water Management Plan prepared by your
engineer, Mr. Harold Yelle, Aiken & Yelle Assoc., P.A., and the additional information received October
12, 2004 and November 24, 2004. This Plan satisfies the Conditions of the 401 Water Quality
Certification issued on February 2, 2004.
The structural storm water practices as approved by this Office as well as drainage patterns 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. Storm water easements shall be recorded for a distance
of at least 10 feet on each side of all storm water conveyances on all lots containing these structures
including future access for maintenance. The storm water easements shall allow for the ability to
maintain the structures, perform corrective actions as described above and shall provide protection of the,
structures from potential alternations by future property owners.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act. If you have any questions, please telephone Cynthia Van Der Wiele, Ph.D. at 919-715-3473.
Sincerely,
Cyndi Bell Karoly, Program Manager
401 Oversite, Express Review Program
CBK/cvdiv
cc: DWQ Mooresville Regional Office
USACE Asheville Regulatory Field Office
File Copy
Central Files
Harold Yelle, Aiken & Yelle, Assoc., 3755 Benson Dr., Raleigh; NC 27609
Filename: 031566SteelCrExecPark(Meek)StormApprov.doc
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699.1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604 One
NorthCarolina
Phone: [phone] /FAX [phone] /Internet: htto://h2o.enr.state.nc.us/ncvvetlands Vatimally
An Equal Opportunity/Affirmative Action Employer-50°b Recyc;ed/10°a Post Consumer Paper
Natural Resources
Project Name: Steel Creek Exec Park
Project No. DWQ 031566
Pond 1
SUBMITTED DESIGN.
elevations
Bottom of Basin (ft) 686
Permanent Pool (ft) 692
Temporary Pool (ft) 696.5

areas
Permanent Pool SA (sq ft) 34190
Drainage Area (ac) 41.53
Impervious Area (ac) 26.96
vohnncs
Permanent Pool (cu ft) 140641.5
Temporary Pool (cu ft) 130644.5
Forebay (cu ft) 34463.5
otlier parameters
SA/DA 1.887
Orifice Diameter (in) 3
Design Rainfall (in) 1
Linear Interpolation of Correct SA/DA***
% Impervious
Next Lowest 60
Project Impervious 64.9
Next Highest 70
6?u aci
REQUIRED DESIGN:
4. / average depth
6 ft. depth
4.5 ft. depth
34137 sq. ft.
21347 based on avg depth
64.9 %
95616 cu. ft.
24.5 %
1.89
0.35 cfs drawdown
4.3 day drawdown
6 ft. Permanent Pool Depth
SA/DA iron (Avg. Depth)
1.71 1.008477771
1.89 1.18
2.07 1.357342498
3 ft
IZ17v?1
?f "(?rl lrU??i4 CZ i?
R6, 21 2
status
ok
ok
ok
ok
ok
checkforebc
ok
1.03
1.25
1.43
4
Project Name: Steel Creek Exec Park
Project No. DN Q 031566
Pond 3
SUBMITTED DESIGN: REQUIRED DESIGN.
elevations 1.4 average depth status
Bottom of Basin (ft) 686
Permanent Pool (ft) 690 4 ft. depth oh
Temporary Pool (ft) 691 1 ft. depth ok

areas
Permanent Pool SA (sq ft) 3967 1167 sq. ft. ok
Drainage Area (ac) 1.1 2189 based on avg depth ok
Impervious Area (ac) 0.78 70.9 % -
volumes
Permanent Pool (cu ft) 5501
Temporary Pool (cu ft) 9182.5 2748 cu. ft. ok
Forebay (cu ft) 2459 44.7 17e check forebc
other parameters
SA/DA 2.099 2.43 -
Orifice Diameter (in) 1.25 0.03 cfs drawdown -
Design Rainfall (in) 1 3.7 day drawdown ok
Linear Interpolation of Correct SA/DA***
4 ft. Permanent Pool Depth
rh Impervious SA/DA fron (Avg. Depth)
Next Lowest 70 2.4 4.529568944 1.08
Project Impervious 70.9 2.43 4.57 1.11
Next Highest 80 2.78 4.957968238 1.43
3 ft 4
&kW 12- - a, () tl
Aiken & Yelle Associates, PA
AYES Professional Engineers & Land Surveyors
3755 Benson Drive
Raleigh, North Carolina 27609
Phone: [phone] Fax: [phone]
November 24, 2004
Ms Cyndi B. Karoly
NCDENR
DWQ, Wetlands/401 Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
RE: Steele Creek Executive Park, Charlotte, NC
Dear Cyndi:
D
NU V 2 4 2004
UEHR - VVATER QUALITY
77_iTiPG?,.D STG'V,TrYATER BRANCH
DU3 Q 03 -- I S4. (,
In accordance with your letter dated November 2, 2004, we have revised the Stormwater
Management Plan to comply with the conditions of the 401 Water Quality Certification.
We have revised the plan set (specifically Sheet 9 of 9 - Pond Construction Details) in
the following manner:
Pond 1: we have provided a 3" orifice to obtain the necessary 2-5 day drawdown
requirement.
Pond 3: we have increased the orifice diameter to 1.25".
We have included revised Stormwater Detention Pond calculations.
Please note that we have provided 4 copies of Sheet 9 of 9 to supercede those in the
current plan sets. If you have any questions or require additional information, please do
not hesitate contact us.
Sincerely
Aiken & Yelle Associates, PA
Harold A. Yelle II, PE, RLS
I
McEvoy Engineering Serv 9197901002 P.02
D
NUV 2 4 2004
DENR - WATER QUALITY a
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McEvoy En9ineerinv Serv 9197901002
P. 03
I tydraflow Hydrographs by lnteiisdve Tuesday, 140v 23 2004, 0:41 PM
Hyd. No. 2
Pond #1 Outflow
Hydrograph type = Reservoir Peak discharge = 66.86 cfs
Storm frequency = 50 yrs Time interval = 1 min
Inflow hyd. No. = 1 Max. Elevation = 699.24 ft
Reservoir name = Pond #1 Max. Storage = 446;692 cult
Storage lndw.V *n method used. Wet pored routing start ele"ion = 692.00 ft. HydroVzph Vdume = 334,618 cult
Pond 01.OutfloW
Q (cfs) Q (cfs)
Hyd. No. 2 - 50 Yr
280.00 280.00
240.00 240.00-
200.00 200XQ
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
0.00 0.00
0.0 0.8 1.7 2.5 3.3 4.2. 5.0 5.8 6.7 7.5 &3
Hyd No. 2 Hyd No. 1 Time (hrs)
1
McEvoy Engineering Serv 9197901002
Pond -Report
P. 04
Hydfafkrvo HydloyraNhs by lntOtAAve- Tuesday, Nov 23 2004, 8.41- PM
Pond No. 1 - Pond #1
Pond Data
Pond storage -is based on, known-contour areas. Average_end-area method-used.
Stage / Storage.Table
Stage (ft) Elevation (ft) -C ontour area (sgft) Incr. Storage (tuft). Total storage (cun)_
0.00 686.00 352 0 0
1.00 687.00 18,322 9,337 9,337
2.00 688.00 22,961 20,642 29,979
4.00 690.00 26,756 49,717 79,696
6.00 692.00 34,190 60,946 140,642
8.00 694.00 38,676 72,866 213,508
10.00: 6%.00 42,770 81,446 294,954
12.00: 698.00 47,097 89.667 384,821
14.00 700.00 52,348 99,445 484,266
14.40. 700.40 54,335 21,337 505.602
Culvert / Orifice Structures Weir Structu res
[A] [Bl [C] [D] (Al [B] [C] [D]
Rise (in) = 36.01 3.00 0.00 0.00 Crest Len (ft) - = 9.42 - 15.00 0.00. 0.00
Span (in) = 36.00 3.00 0.00 0.00 Crest EL (ft) = 698.00 698.60 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.10 0.00 0.00
Invert El. (ft) = 688.35 G92.00 0.00 0.00 Weir Type = Riser Rect -- -
Length (11) = 7200 0.00 0.00 0.00 Multi-Stage- = Yes NO No. No
$" N = 0.49 0.00 0.00 0.00
N-value = .022 .013 .000 .000
Odf. Coefr. = 0.60 0.60 0.00 0.00
Mul(IStage. = ala. Yes No No Exflttratlon= ODW inlhr (Cwlau) TaiMrater Elev = 630.21-8,
NaW QdveAK)nfice outflaws have been analyzed under inlet and 0" control. Weir nser checked hu onlioe condNons
Stage (n) Stage / Discharge
Stage (tt),
15.00
12.00
9.00
6.00
3.00
0.00
15.00
12.00
9.00
6.00
3.001n 00
2
0.00 20.00 40.00 60.00 80.00 100.00 120.00 140.00 160.00 180.00
Total 0 Discharge (cfs)
McEvoy Enyineerine Serv 9197901002
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Hydrograph Plot
P. ©6
Hydratlow Hydrographs by fntelisolve Tuesday, Nov 23 2004, 8:45 PM
Hyd. No. 7
Pond.#3 Outflow
Hydrograph type = Reservoir Peak discharge = 5.26 cfs
Storm frequency = 50 yrs Time interval = 1 min
Inflow hyd. No. = 6 Max. Elevation = 601_77 ft
Reservoir name = Pond #3 Max. Storage = 12,465 tuft
Storage Indication method used- Wet pond touting start elevation = 690.00 fL Hydrograph volume = 14,573 tuft
Q (cfs)
10.00
8.00
Pond #3 Outflow
Hyd: No. 7 - 50 Yr
6.00
2:00
Q (cfs)
10.00
8.00
6.00,
4.00
2.00
0.00 T---T I I 1 0.00,
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7
Hyd No. 7 Hyd No: 6 Time (hrs)
4.00
1
McEvoy Enyineeviny Serv 9197901002
Stage-(a)
7.00
6.00
5.00
4.00
3.00
' Pond Report
Hydranow Hydrographs by IntelisoNe Tuesday; Nov 23 2004.- 6:4!? PM
Pond No. 2 - Pond #3
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (rt) Elevation (tt) Contour ar ea (sgft) Incr. Storage (tuft) Total storage (tuft)
0.00 686.00 165 0 0
2M. 688.00 970 1,135 1
135
4.00 690.00 3,396 .
4,366 5
501
5.00 691.00 3,967 ,
3,682 9
183
6.00 692.00 4,580 ,
4,274 13
456
6.40. 69240 5,309 ,
1,978 15,434
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise (in) = 6.00 1.50 0.00 0.00 Crest Len (ft) = 3.14 10.00 0.00 0.00
Span (in) = 6.00 1.50 0.00 0.00 Crest El. (ft) = 691.00 691.50 0.00 0
00
No. Barrels = 1 1 0 0 Weir Coett. = 3.33 3.10 .
0.00 0
00
Invert El. (ft) = 688.30 690.00 0.00 0.00 Weir Type = Riser Rect .
--
Length (it) = 50.00 0.00 0.00 0.00 Multistage = Yes No No No
slope (%) = 0.60 0.00 0.00 0.00
N-value = .013 .013 .000 .000
orit. Coen. = 0.60 0.60 0.00 0.00
Multi-Stage = n1a No No No Exfittration - 0.000 inmr (Contour) Tailwater Elev. = G'90.21 ft
We- Cure Vovrce outflows haw been anayted under inbt and outlet control. Weir riser checked fa onfte canditons.
Stage (fl)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0.00 3.00
Total Q
Stage / Discharge
p . 07
2.00
1.00
0.00
30.01
Discharge (cfs)
2
V. W U' L" 12.00 15.00 18.00 21.00 24.00 27.00
AVOW-Y7 1?
40
MCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Michael F. Easley, Governor William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
November 2, 2004
DWQ Project # 03-1566
Mecklenburg County
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Mr. Leigh Rounds
ATAPCO Steelecreek, Inc.
8301 University Executive Park Drive, Suite 100
Charlotte, NC 28262
Subject Property: Steel Creek Executive Park, Charlotte, NC
REQUEST FOR MORE INFORMATION-Stormwater Management Plan
On October 12, 2004, the Division of Water Quality (DWQ) received the revised stormwater management
plan prepared by your engineer, Mr. Harold Yelle, Aiken & Yel?e Assoc., P.A., to comply with the
conditions of the 401 Water Quality Certification. The following items were found to be deficient:
¦ Pond 1: the drawdown calculated to be 9.6 days; it would appear that a 3" orifice would work
better to obtain the necessary 2-5 day drawdown requirement.
¦ Pond 3: the orifice diameter should be increased to 1.25"; the 0.75" diameter clogs easily and
will give too long a drawdown period.
Please respond within three weeks of the date of this letter by sending three (3) copies this information in
writing. This letter only addresses the stormwater management plan review and does not authorize any
impacts to wetlands or streams until the plans are approved. Please call Ms. Cynthia Van Der Wiele at
919-715-3473 if you have any questions regarding this issue.
Sincerely,
Cyndi B. aroly
c/ DWQ, Wetlands / 401 Unit
CBK/cvdw
cc: DWQ Mooresville Regional Office
USACE Asheville Regulatory Field Office
File Copy
Central Files
Harold Yelle, Aiken & Yelle, Assoc., 3755 Benson Dr., Raleigh, NC 27609
Filename: 031566SteelCrExecPark(Meck)StormMoreInfo2.doc
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699.1650 One
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604 NorthCarolina
Phone: [phone]/FAX [phone]/Internet.•http://h2o.enr. state.nc.us/ncwetlands -A 1 4, _ _ _ //-
An Equal Opportunity/Affirmative Acton Employer- 50% Recycled/10% Post Consumer Paper
Project Name: Steel Creek Exec Park
Project No. DWQ 031566
Pond 1
SUBMITTED DESIGN. REQUIRED DESIGN:
elevations 4.1 average depth status
Bottom of Basin (ft) 686
Permanent Pool (ft) 692 6 ft. depth ok
Temporary Pool (ft) 696.5 4.5 ft. depth ok
areas
Permanent Pool SA (sq ft)
34190
34137 sq. ft.
ok
Drainage Area (ac) 41.53 21347 based on avg depth ok
impervious Area (ac) 2696 64.9 % -

volumes
Permanent Pool (cu ft) 140641.5
Temporary Pool (cu ft) 130644.5 95616 cu. ft. ok
Forebay (cu ft) 34463.5 24.5 % check forebc

other parameters
SA/DA 1.887 1.89 -
Orifice Diameter (in) 2 0.16 cfs drawdown -
Design Rainfall (in) 1 9.6 day drawdown check drama
Linear Interpolation of Correct SAIDA"'
6 ft. Permanent Pool Depth
`io Impervious SA/DA fron (Avg. Depth)
Next Lowest 60 1.71 1.008477771 1.08
Project Impervious 64.9 1.89 1.18 1.25
Next Highest 70 2.07 1.357342498 1.43
3 ft 4
Project Name: Steel Creek Exec Park
Project No. DW Q 031566
Pond 3
SUBMITTED DESIGN: REQUIRED DESIGN:
elevations 1.4 average depth
Bottom of Basin (ft) 686
Permanent Pool (ft) 690 4 ft. depth
Temporary Pool (ft) 691 1 ft. depth
areas
Permanent Pool SA (sq ft)
3967
1167 sq. ft.
Drainage Area (ac) 1.1 2189 based of avg depth
Impervious Area (ac) 0.78 70.9 %
voltunes
Permanent Pool (cu ft) 5501
Temporary Pool (cu ft)
EE
9182.5

2748 cu. ft.
Forebay (cu ft) 2459 44.7 %
other parameters
SA/DA 2.099 2.43
Orifice Diameter (in) 0.75 0.01 cfs drawdown
Design Rainfall (in) 1 10.2 day drawdown
Linear Interpolation of Correct SA/DA***
% Impervious
Next Lowest 70
Project Impervious 70.9
Next Highest 80
4 ft. Permanent Pool Depth
SA/DA fron (Avg. Depth)
2.4 4.529568944
2.43 4.57
2.78 4.957968238
3 ft
status
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checkforebc
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1.03
1.11
1.43
4

Letter of Transmittal
Aiken & Yelle Associates, PA
Professional Engineers & Land Surveyors i) F-3 @ D g, N), ? 7F7
AYES - ?Y
3755 Benson Drive
Raleigh, North Carolina 27609 OCT 1 ;? 2004
919-877-9992 Fax [phone]
e-mail: [e-mail] DENR - WATER QUALITY
VwT:TIANDSANDSrOMMATERSRANCH
To: WDE N R
401 Wtfk tid s Ot
2321 Cralatree
1Ralelgh Nc
Attn.: John Dor'nel
Subject: UN q R'0)403
Date: (0I (2,104
rfi Nafio VilIt Fed Ex Mail
8W d Hand Delivery VV
2-7 (ao4 Courier
Pick-Up
- (sew &'J CXV O O V Q_
Included: I - NnO i Rotarlud Op?OA F rvlaln-enanu agreement
2- Com PIe ltd wor ksh Lets {fir Pmd s I > 3
3- U-6M Aar<afivO ?,, finds I f'-3
Comments: PIKA , Ot, us_ a cal l if uaU have anu aumhom
Michelle
Michelle L. DeLaire, E.I.

WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
STEELE CREEK PLACE- PONDS #1 & 3
POND #1
The wet detention basin #1 system is defined as the wet detention basin, pretreatment including forebays and
the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet [wetland] detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 4_0' feet in the main pond, the sediment shall be removed.
[For stormwater wetlands: If the elevation of the marsh areas exceed the permanent pool elevation, the
sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of
soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations.
Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled
for more than two weeks.]
When the permanent pool depth reads 3.75 feet in the forebay [and micro-pool], the sediment shall be
removed.
D ?? sJ
QV
2004
D?SAP- 4TE' Q qCI
R B8"VJC8
Paee 1 of 4
BASIN DIAGRAM
Sediment Re
Bottom
Permanent Pool Elevation 692.00
/o
31 El. 682.2V59%1,
ation 687.0 FOREBAY
Sediment Removal Elevation 688.06 _ 75%
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
[For wetlands: Wetland planting densities in the marsh areas should be maintained by replanting bare
areas as needed. Wetland plants should be encouraged to grow in the marsh areas.]
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
Paee 2 of 4
POND #3
The wet detention basin #3 system is defined as the wet detention basin, pretreatment including forebays and
the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
c. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
d. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet [wetland] detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 3.0 feet in the main pond, the sediment shall be removed.
[For stormwater wetlands: If the elevation of the marsh areas exceed the permanent pool elevation, the
sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of
soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations.
Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled
for more than two weeks.]
When the permanent pool depth reads 3.0 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
o Permanent Pool Elevation 690.00
Sediment moval El. 687.0 n1l, Sediment Removal Elevation 687.00 7 O/o
Bottom EI vation 686.0 Bottom Elevation 686.00 25%
FOREBAY
MAIN POND
Pane 3 of 4
k
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
[For wetlands: Wetland planting densities in the marsh areas should be maintained by replanting bare
areas as needed. Wetland plants should be encouraged to grow in the marsh areas.]
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in good working order.
Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Leigh Rounds, ATAPCO Steelecreek Inc.
Title: Vice President
Address: 8301 Univers xecutive Park Drive Suite 100, Charlotte NC 28262
Phone: 704 54
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I, fYIICI'le1?e L - C) ?L aj rC' , a Notary Public for the State of Kt7f-T"h Ca mlIM
County of 1,'JkY)f , do hereby certify that Le?(lh n dc,
personally appeared before me this (C)am day of C -TO??,2 , 2 ?4 , and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
{i
=Qrjff q r. r y r)
?`V O Un\?\`\
SEAL
1,
My commission expires ? W 1 M
Paee 4 of 4
Project No. DWQ JV_ 05 ^ 1st (o. (to be provided by DWQ)
DIVISION OF WATER QUALITY • 401 WET DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
1. PROJECT INFORMATION (please complete the following information):
Project Name : ; eflc P1Cv_'E?'
Contact Person: ?AA2cu?, A. ?aF-u-s& -tom Phone Number: (911) 9-7-7-y5? Z
For projects with multiple basins, specify which basin this worksheet applies to: -PCrJI:> +4 1
Basin Bottom Elevation o •-15 ft. (average elevation of the floor of the basin)
Permanent Pool Elevation (n92. 00 ft. (elevation of the orifice invert out)
Temporary Pool Elevation (109(0-so ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 34, l90 sq. ft. (water surface area at permanent pool elevation)
Drainage Area -11.55 ac. (on-site and off-site drainage to the basin)
Impervious Area 21,.5(0 ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume 40, FfH • S cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 130, (04+.S cu. ft. (volume detained on top of the permanent pool)
Forebay Volume 3c}?} (03 • S cu. ft.
SA/DA used 1.138-7 (surface area to drainage area ratio)
Diameter of Orifice z in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual. Initial in the space
provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has
not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes a worksheet for
each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed drainage plan and a
fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for additional information
and will substantially delay final review and approval of the project
Applicants Initials
(. The temporary pool controls runoff from the 1 inch storm event.
L The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
t Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume.
Iris l Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
A notarized site specific operation and maintenance (0&M) plan is provided.
A vegetation management/mowing schedule is provided in the 0&M plan.
l Semi-annual inspections are specified in the 0&M plan.
A debris check is specified in the 0&M plan to be performed after every storm event.
':P U A specific sediment clean-out benchmark is listed (elevation or depth) in 0&M plan.
t ?C1u A responsible party is designated in the 0&M plan.
Project No. DWQ 03 ? o (to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
1. PROJECT INFORMATION (please complete the following information):
Project Name :F'1? CZ 1O C?
Contact Person: ?? kir"bIC1 41 W-Ue ZC Phone Number: t9 P) F3-1_7 ^`? ?=3
For projects with multiple basins, specify which basin this worksheet applies to: 17nr' 1 J
Basin Bottom Elevation (oho, 00 ft. (average elevation of the floor of the basin)
Permanent Pool Elevation G 90 . 7--p ft. (elevation of the orifice invert out)
Temporary Pool Elevation (091 O(] ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 3 19 (,1'7 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 1 . I C) ac. (on-site and off-site drainage to the basin)
Impervious Area O -7 P) ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume ??, S o I cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 9 , I a2. S cu. ft. (volume detained on top of the permanent pool)
Forebay Volume 21, -4.59 cu. ft.
SA/DA used 2. ODD (surface area to drainage area ratio)
Diameter of Orifice 314 in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual. 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
f_Y1( I The temporary pool controls runoff from the 1 inch storm event.
VVI I The basin length to width ratio is greater than 3:1.
FF(The basin side slopes are no steeper than 3:1.
[All A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
Wu An emergency drain is provided to drain the basin.
i The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
< I The temporary pool draws down in 2 to 5 days.
h ' The forebay volume is approximately equal to 20% of the total basin volume.
'Kkt 4 Sediment storage is provided in the permanent pool.
l E Access is provided for maintenance.
A notarized site specific operation and maintenance (0&M) plan is provided.
A vegetation management/mowing schedule is provided in the 0&M plan.
T Semi-annual inspections are specified in the 0&M plan.
ttEA debris check is specified in the 0&M plan to be performed after every storm event.
? h u A specific sediment clean-out benchmark is listed (elevation or depth) in 0&M plan.
A responsible party is designated in the 0&M plan.
Aiken & Yelle Associates, PA
AYES Professional Engineers & Land Surveyors
3755 Benson Drive
Raleigh, North Carolina 27609
Phone: [phone] Fax: [phone]
Project Name: Steele Creek Place
Wet Detention Basins #1 & 3
Charlotte, NC
Stormwater Treatment Pond Narratives
The purpose of the multi-pond complex is to treat and detain excess runoff from proposed
impervious surface within the Steele Creek Place commercial development. The proposed pond
configuration will treat and detain run off for both the two and ten-year storm event to
predevelopment conditions and additionally create an aesthetic pond and associated infrastructure.
The multi-pond complex will consist of four ponds. Ponds 1 & 3 will be constructed as water quality
best management practice ponds, Pond #2 will be constructed as a wetland area to convey flows
from Ponds #1 & 3 to Pond #4. Pond 4 is an aesthetic pond for detention purposes only. The City of
Charlotte required detention will be accomplished within Ponds #1 & 4.
Wet Detention Basin #1
Wet detention basin #1 is designed for 85% TSS removal by standards as described in NCDENR
"Stormwater Best Management Practices" manual for the Piedmont region of the state. The device is
essentially a "wet detention pond" with a submerged, planted ledge around the perimeter of the
normal pool populated with aquatic plants. Water is permanently impounded by the device at an
elevation of 692.00 MSL with an average reservoir bottom elevation of 686.75 feet MSL. A bottom
drain separated from the spillway system is provided for the purpose of completely draining the
structure for periodic maintenance and repair.
The essence of design intent is to detain runoff from the first inch of rainfall over a watershed (41.53
acres) for a period of two to five days. This is accomplished with a riser and pipe structure with a
smaller diameter orifice (2") set in the riser at the normal pool elevation, 692.00 MSL. A concrete
spillway within the embankment serves as the emergency spillway. The structure is capable of
passing the 50-Year storm event with 1.78 feet of freeboard to the top of dam elevation of 700.40
feet MSL.
Pertinent statistics are as follows:
Watershed-
Drainage area: 41.53 acres
Impervious surface: 26.96 acres (64.92%)
Post-development time of concentration: 9.58 minutes (sheet flow paved- conservative)
Soils Series: Cecil (B) Post Development CN= 86.1
Steele Creek Place
Wet Detention Basins #1-3 Narrative
Pond:
Permanent pool elevation: 692.00 ft MSL
Surface area @692.00 ft MSL: 34,190 sq. ft.
Orifice size and invert elevation: 2" @ 692.00
Pool Elevation 1" rainfall runoff: 694.60 ft MSL
Riser top Elevation: 696.50 ft MSL
Emergency spillway crest elevation: 698.00 ft MSL
Emergency spillway crest width: 20 ft.
50-yr storm pool elevation: 698.62 ft MSL
Top of dam elevation: 700.40 ft MSL
Total Volume Provided:
Forebay:
Bottom elevation: 687.00 ft MSL
Top elevation: 692.00 ft MSL
Volume provided: 34,463.50 sq. ft.
Aftbay:
Bottom elevation: 686.00 ft MSL
Top elevation: 700.40 ft MSL
Volume provided: 460,279 sq. ft.
10/11/04
Page 2
Total Volume Provided: 505,602 sq. ft.
Steele Creek Place
Wet Detention Basins #1-3 Narrative
Wet Detention Basin #3
10/11/04
Page 3
Wet detention basin #3 is designed for 85% TSS removal by standards as described in NCDENR
"Stormwater Best Management Practices" manual for the Piedmont region of the state. The device is
essentially a "wet detention pond" with a submerged, planted ledge around the perimeter of the
normal pool populated with aquatic plants. Water is permanently impounded by the device at an
elevation of 690.00 MSL with an average reservoir bottom elevation of 686.00 MSL. A bottom drain
separated from the spillway system is provided for the purpose of completely draining the structure
for periodic maintenance and repair.
The essence of design intent is to detain runoff from the first inch of rainfall over a watershed (1.01
acres) for a period of two to five days. This is accomplished with a riser and pipe structure with a
smaller diameter orifice (3/4") set in the riser at the normal pool elevation, 690.00 MSL. A grass-lined
spillway within the embankment serves as the emergency spillway. The structure is capable of
passing the 50-Year storm event with 0.62 feet of freeboard to the top of dam elevation of 692.40
feet MSL.
Pertinent statistics are as follows:
Watershed:
Drainage area: 1.01 acres
Impervious surface: 0.78 acres (70.97%)
Post-development time of concentration: 5.0 minutes
Soils Series: Cecil (B) Post Development CN= 89.88
Pond:
Permanent pool elevation: 690.00 ft MSL
Surface area @690.00 ft MSL: 3,396 sq. ft.
Orifice size and invert elevation: 3/4" @ 690.00 ft MSL
Pool Elevation 1" rainfall runoff: 690.77 ft MSL
Riser top Elevation: 691.00 ft MSL
Emergency spillway crest elevation: 691.50 ft MSL
Emergency spillway crest width: 10 ft.
50-yr storm pool elevation: 691.78 ft MSL
Top of dam elevation: 692.40 ft MSL
Steele Creek Place
Wet Detention Basins #1-3 Narrative
Total Volume Provided:
Forebay:
Bottom elevation: 686.00 ft MSL
Top elevation: 690.00 ft MSL
Volume provided: 2,459 sq. ft.
Aftbay:
Bottom elevation: 686.00 ft MSL
Top elevation: 692.40 ft MSL
Volume provided: 12,272.8 sq. ft.
10/11/04
Page 4
Total Volume Provided: 15,433.80 sq. ft.
A1V
o?®
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Michael F. Easley, Governor
September 27, 2004
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Mr. Leigh Rounds
Atapco Properties, Inc.
8301 University Executive Park Drive, Suite 100
Charlotte, NC 28262
Subject Property: Steel Creek Executive Park, Charlotte, NC
REQUEST FOR MORE INFORMATION-Stormwater Management Plan
William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
DWQ Project # 03-1566
Mecklenburg County
On September 9, 2004, the Division of Water Quality (DWQ)'received the stormwater management plan
prepared by your engineer, Mr. Steven McEvoy, P.E. of McEvoy Engineering Services, Inc., to comply
with the conditions of the 401 Water Quality Certification.
Only complete application packages will be accepted and reviewed by the Division of Water Quality
(DWQ). The following items were not included:
¦ Signed and notarized Operation and Maintenance Agreement for the stormwater facilities.
¦ Completed worksheet for each stormwater management facility.
¦ Detailed narrative description of stormwater treatment/management.
BMP worksheets can be found on the 401 Oversite/Express Review Website. Please respond within three
weeks of the date of this letter by sending three (3) copies this information in writing. This letter only
addresses the stormwater management plan review and does not authorize any impacts to wetlands or
streams until the plans are approved. Please call Ms. Cynthia Van Der Wiele at 919-715-3473 or Mr.
John Dorney at 919-733-1786 if you have any questions regarding this issue.
Sincerely,
rciC t
Do y,
Wetlands 40 Unif
JRD/cvdiv
cc: DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Russell Briggs, B&F Consulting, 2805 Tobermory Lane, Raleigh, NC 27606
Filename: 031566SteelCrExecPark(Meck)StormMorelnfo.doc
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699.1650 One
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604 NorthCarolina
Phone: [phone] /FAX [phone] /Internet: http://h2o.enr.state.nc.us/ncwetiands 'A 7 -1 _ - _ _ //_ ,
An Equal Opportunity/Affirmative Action Employer- 501o Recycled/10% Post Consumer Paper

McEvoy Engineering Services, Inc.
03lbS6e,
WETLANDS/ 401 GROUP
SEP 0 0 2004
WATER QUALITY CALCULATIONS
FOR
WATER QUALITY SECTION
Steele Creek Executive Park
Charlotte, N.C.
Prepared by:
McEvoy Engineering Services, Inc.
3755 Benson Drive, Suite 101
P.O. Box 30965
Raleigh, N.C. 27622
Ofc: [phone]
Fax: [phone]
10*14
709
'= ..••., vines;.' a ,
Steven M. McEvoy, P.E.
SCCVWQ04.XLS P.O. Box 30965 - Raleigh, N.C. 27622 - [phone] - Fax: [phone]
3755 Benson Drive - Suite 101 - Raleigh, N.C. 27609
Steele Creek Development
WQ Pond Statistical Data Summary
Pond #1:
Purpose: Water Quality and Detention
Normal Pool Elev: 692.00'
Top of Dam Elev: 700.40'
Lowest Reservoir Elev: 686.00'
Principal Spillway: CMP Pipe and Riser
Low Level Orifice (in riser): Size: 2.0" (dia.); Invert Elev: 692.00'
Riser: Size: 36" (dia.); Crest Elev: 696.50; Base Elev: 688.35'
Pipe: Size: 36" (dia.); US Inv. Elev: 688.35; DS Inv. Elev: 688.00; Lgth: 70.00'
Note: 36" pipe used due to outlet velocity considerations
Emergency Spillway: TRM armored earthen
Weir: Lgth: 20.00; Crest Elev: 698.00'
Pond #3:
Purpose: Water Quality and Detention
Normal Pool Elev: 690.00'
Top of Dam Elev: 692.40'
Lowest Reservoir Elev: 686.00'
Principal Spillway: DIP Pipe and Riser
Low Level Orifice (in riser): Size: 0.75" (dia.); Invert Elev: 690.00'
Riser: Size: 12" (dia.); Crest Elev: 691.00; Base Elev: 688.30'
Pipe: Size: 6" (dia.); US Inv. Elev: 688.30; DS Inv. Elev: 688.00; Lgth: 60.00'
Emergency Spillway: TRM armored earthen
Weir: Lgth: 10.00; Crest Elev: 691.50'
McEvoy Engineering Services, Inc. Page 1
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McEvoy Engineering Services, Inc.
Steele Creels
Pond #1
Stage-Storage Function Computation
y x
Contour Contour Incr Accum AYES
Area Vol Vol STAGE In S In Z Z est
(sq ft.) (cu. ft.) (cu. ft.) (ft.) (ft.)
692.00 34190 U U.U
694.00 38676 72866.00 72866 2 11.19638 0.693147 2.04
696.00 42770 81446.00 154312 4 11.94673 1.386294 3.98
698.00 47097 89867.00 244179 6 12.40566 1.791759 6.00
700.00 52348 190236.00 344548 8 12.74999 2.079442 8.15
TOTAL STORAGE FOR POND= 344548 cu. ft.
y=ax^b
AYES
b= 1.120694
a= 32800
SC-POW.XLS 8/23/2004
McEvoy Engineering Services, Inc.
Steele Creek
Pond ##1 -Reservoir Volumes
Total Reservoir
Elev. Area Vol. (incr. Total Vol.
Ft. Sq. Ft. < Cu. Ft. Cu. Ft.
686.00 352.00
687.00 18,322.00 9,337.00 9,337.00
688.00 22,961.00 20,641.50 29,978.50
690.00 26,756.00 49,717.00 79,695.50
692.00 34,190.00 60,946.00 140,641.50
694.00 38,676.00 72,866.00 213,507.50
696.00 42,770.00 81,446.00 294,953.50
698.00 47,097.00 89,867.00 384,820.50
700.00 52,348.00 99,445.00 484,265.50
700.40 54,335.00 21,336.60 505,602.10
Forebav
Normal Pool
Elev. Area Vol.' (incr.) Total Vol.
Ft. Sq. Ft. < Cu. Ft. Cu.` Ft.
687.00 4,015.00
688.00 5,968.00 4,991.50 4,991.50
690.00 7,326.00 13,294.00 18,285.50
692.00 8,852.00 16,178.00 34,463.50
Aftbay
Elev. Area Vol. (incr. Total Vol._
Ft. Sq. Ft. Cu'. Ft. Cu. Ft.
686.00 352.00
687.00 14,307.00 7,329.50 7,329.50
688.00 16,993.00 15,650.00 22,979.50
690.00 19,430.00 36,423.00 59,402.50
692.00 25,338.00 44,768.00 104,170.50
694.00 38,676.00 64,014.00 168,184.50
696.00 42,770.00 81,446.00 249,630.50
698.00 47,097.00 89,867.00 339,497.50
700.00 52,348.00 99,445.00 438,942.50
700.40 54,335.00 21,336.60 460,279.10
Normal Pool
Normal Pool
SC-STSTALS 8/23/2004
-s-
McEvoy Engineering Services, Inc.
Steele Creek Development
Pond #1: Impervious Area & CN Computation
Tract Imp. Area
S Ft
1 95,946
2 74,075
3 75,121
4 60,191
5 74,555
6 108,342
7 93,772
8 114,563
9 77,418
10 75,183
11 36,421
12 111,487
Private Roadways 84,087
Public Roadways 53,588

SUBTOTAL 1,134,749
Misc Impervious Area
3.50% 39,716

TOTAL 1,174,465
S Ft
26.96
acres

TOTAL AREA 41.53
acres
Impervious 64.92%
CN Computation:
Ladd Use Area. ac. CN
Total Lot Area 41.53
Impervious Surface 26.96 98
Managed Open Space 13.78 61
Reservoir Area 0.78 98

Resultant CN 85.72

Soils
Eastern portion of site = Davidson (B)
Western portion of site = Cecil (B)
SCWQCNP1.XLS 8/23/2004
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McEvoy Engineering Services, Inc.
Steele Creek
Pond #3
Stage-Storage Function Computation
y x
Contour Contour Incr Accum AYES
Area Vol Vol STAGE In S In Z Z est
(sq ft.) (cu. ft.) (cu. ft.) (ft.) (ft.)
690.00 3396 0 0.0
691.00 3967 3681.50 3681.5 1 8.211076 0 1.00
692.00 4580 4273.50 7955 2 8.981556 0.693147 1.97
692.40 5309 1977.80 9932.8 2.4 9.203598 0.875469 2.40
TOTAL STORAGE FOR POND = 9932.8 cu. ft.
y=ax^b
AYES
b= 1.133704
a= 3681.5
SC-POW2.XLS 8/23/2004
McEvoy Engineering Services, Inc.
Steele Creek
Pond f13 - Reservoir Volumes
Total Reservoir
Elev. Area Vol. incr.) Total Vol.
Ft. S q. Ft. Cu. Ft. Cu. Ft.
686.00 165.00
688.00 970.00 1,135.00 1,135.00
690.00 3,396.00 4,366.00 5,501.00
691.00 3,967.00 3,681.50 9,182.50
692.00 4,580.00 4,273.50 13,456.00
692.40 5,309.00 1,977.80 15,433.80
Forebav
Normal Pool (note)
Elev. Area Vol. (incr. Total VoL
Ft Sq. Ft. Cu. Ft. Cu Ft.`
686.00 145.00
688.00 587.00 732.00 732.00
690.00 1,140.00 1,727.00 2,459.00
Aftbay
Elev. Area Vol. (incr.) Total Vol.
Ft. Sq. Ft. Cu. Ft. Cu, Ft.
686.00 20.00
688.00 383.00 403.00 403.00
690.00 2,168.00 2,551.00 2,954.00
691.00 3,967.00 3,067.50 6,021.50
692.00 4,580.00 4,273.50 10,295.00
692.40 5,309.00 1,977.80 12,272.80
Note:
Area @ 690.00 includes 88 SF of forebay weir top area.
Normal Pool
Normal Pool
SC-STST2.XLS 8/23/2004
- C?-
McEvoy Engineering Services, Inc.
Steele Creek Development
Pond #3: Impervious Area & CN Computation
Tract Imp. Area
S Ft

TOTAL 33,996
S Ft ,
0.78
acres

TOTAL AREA 1.099724518
acres
Impervious 70.97%
CN Computation:
Land Use Area ac. CN
Total Lot Area 1.099724518
Impervious Surface 0.78 98
Managed Open Space 0.24 61
Reservoir Area 0.08 98

Resultant CN 89.88

Soils
Eastern portion of site = Davidson (B)
Western portion of site = Cecil (B)
SCWQCNP3.XLS 8/23/2004
- Id -
IN
H-1
N
IN
H-12
auk
STEELE CREEK HYDROLOGIC POND SCHEMATIC
HYDROGRAPH SCHEDULE:
H-1 LOCAL INFLOW TO POND 11
H-2 COMBINED OUTFLOW FROM POND 11 (NOT SHOWN) (INFLOW H-1
H-3 DIVERTED ESPY OUTFLOW FROM POND 11 (INFLOW H-1)
H-4 DIVERTED PSPY OUTFLOW FROM POND 1 (INFLOW H-1)
H-5 LOCAL INFLOW TO POND f2
H-6 LOCAL INFLOW TO POND /3
H
H-8 DIVERTED ESPY OUTFLOW FROM POND -7 COMBINED OUTFLOW FROM POND 83 (NOT SHOWN) (INFLOW H-6
H-9 DIVERTED PSPY OUTFLOW FROM POND 13INFLOW H-6)
)
H-10 COMBINED INFLOW TO POND /2
H-11 COMBINED OUTLOW FROM POND #2 (INFLOW H-10)
H-12 LOCAL INFLOW TO POND 14
H-13 COMBINED INFLOW TO POND 4
H-14 COMBINED OUTFLOW FROM POND 14 (INFLOW H-13)
Pond #1

D-0 'O
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-10
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ovT P SPY . o-
H-11
C-IN N
H-13
Pond #4
a?
a

JOUT
H-14
Pond
/D-O0 8 \
HYDROGRAPH LEGEND:
C-IN: COMBINED INFLOW HYDROGRAPH
D-0: DIVERTED OUTFLOW HYDROGRAPH
IN: LOCAL INFLOW HYDROGRAPH
OUT: COMBINED OUTFLOW HYDROCRAPH
PSPY. PRINCIPAL SPILLWAY
EMSPY: EMERGENCY SPILLWAY
D-0
H-4

C-IN IN
H-10 H-6

D-0
H-9
#3
IN
H-6
McEvoy Engineering Services, Inc.
August, 2004
3755 Benson Drive, Ste. 101
P.O. Box 30965 Ofc. 919 790-5303
Raleigh, N.C. 27622 Fax. (919), 790-1002
Pond Report
Hydraflow Hydrographs by Intelisolve Monday, Aug 23 2004, 5:47 PM
Pond No. 1 - Pond #1
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 (curt) Total storage (cult)
0.00 686.00 352 0 0
1.00 687.00 18,322 9,337 9,337
2.00 688.00 22,961 20,642 29,979
4.00 690.00 26,756 49,717 79,696
6.00 692.00 34,190 60,946 140,642
8.00 694.00 38,676 72,866 213,508
10.00 696.00 42,770 81,446 294,954
12.00 698.00 47,097 89,867 384,821
14.00 700.00 52,348 99,445 484,266
14.40 700.40 54,335 21,337 505,602
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise (in) = 36.00 2.00 0.00 0.00 Crest Len (ft) = 9.42 20.00 0.00 0.00
Span (in) = 36.00 2.00 0.00 0.00 Crest El. (ft) = 696.50 698.00 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.10 0.00 0.00
Invert El. (ft) = 688.35 692.00 0.00 0.00 Weir Type = Riser Rect - -
Length (ft) = 70.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 0.50 0.00 0.00 0.00
N-Value = .022 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration = 0 .000 in/hr (Contour) Tailwater Elev. = 690.49 ft
Note: CulvertfOnfice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions
Stage (ft)
15.00
12.00
9.00 -
6.00
3.00-
0.00
0.00 30.00
Total Q
Stage / Discharge
Stage (ft)
15.00
12.00
9.00
6.00
3.00
I I I 1 0.00
60.00 90.00 120.00 150.00 180.00 210.00 240.00 270.00 300.00 330.00
Discharge (cfs)
1 2 -
2
Hydrograph Plot
Hydrailow Hydrographs by Intelisolve Monday, Aug 23 2W4,5:47 PM
Hyd. No. 2
Pond #1 Outflow
Hydrograph type = Reservoir Peak discharge = 86.15 cfs
Storm frequency = 50 yrs Time interval = 1 min
Inflow hyd. No. = 1 Max. Elevation = 698.62 ft
Reservoir name = Pond #1 Max. Storage = 415,798 cuft
Storage Indication method used. Wet pond routing start elevation = 692.00 ft.
Q (cfs)
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0 00
Pond #1 Outflow
Hyd. No. 2 - 50 Yr
Hydrograph Volume = 358,639 cuft
Q (cfs)
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0.00
0.0 0.8 1.7 2.5 3.3 4.2 5.0 5.8 6.7 7.5 8.3
Hyd No. 2 Hyd No. 1 Time (hrs)
1
- 13-

' Pond Report
Hydraflow Hydrographs by Intelisolve Monday, Aug 23 2004, 5:50 PM
Pond No. 3 - Pond #2
Pond Data
Pond storage is based on k nown contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (tuft) Total storage (cult)
0.00 688.00 1,603 0 0
1.00 689.00 5,968 3,786 3,786
2.00 690.00 9,191 7,580 11,365
3.00 691.00 12,777 10,984 22,349
3.40 691.40 16,703 5,896 28,245
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 10.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 689.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00
Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = Rect - - -
Length (ft) = 0.00 0.00 0.00 0.00 Multistage = No No No No
Slope (%) = 0.00 0.00 0.00 0.00
N-Value = .000 .000 .000 .000
Orif. Coeff. = 0.00 0.00 0.00 0.00
Multi-Stage = n/a No No No ExTiltration = 0.000 in/hr (Contour) Tailwater Elev. = 689.40 It
Note: Cutvert/Onfice outflows have been analyzed under inlet and outlet control.
Stage (ft)
4.00
3.00
2.00
1.00
Stage / Discharge
Stage (ft)
4.00
3.00
2.00
1.00
0.00 1 1 1 1 1 1 1 1 1 1 1 1 1 ' 0.00
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00 110.00 120.00 130.00
Total Q Discharge (cfs)
I q_
2
1
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday, Aug 23 2004, 5:50 PM
Hyd. No. 11
Pond #2 Outflow
Hydrograph type = Reservoir Peak discharge = 56.77 cfs
Storm frequency = 50 yrs Time interval = 1 min
Inflow hyd. No. = 10 Max. Elevation = 690.48 ft
Reservoir name = Pond #2 Max. Storage = 16,673 cuft
Storage Indication method used. Wet pond routing start elevation = 689.00 ft.
Q (cfs)
60.00
Pond #2 Outflow
Hyd. No. 11 - 50 Yr
50.00
40.00
Hydrograph Volume = 336,832 cult
Q (cfs)
60.00
30.00
20.00
10.00
0.00 1 1 I J I / 1 I I
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Hyd No. 11 Hyd No. 10
50.00
40.00
30.00
20.00
10.00
7.0 8.0 9.0 10.0
Time (hrs)
1
- 15-
Pond Report
Hydraflow Hydrographs by Intelisolve Monday, Aug 23 2004, 5:50 PM
Pond No. 2 - Pond #3
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft)
0.00 686.00 165 0 0
2.00 688.00 970 1,135 1,135
4.00 690.00 3,396 4,366 5,501
5.00 691.00 3,967 3,682 9,183
6.00 692.00 4,580 4,274 13,456
6.40 692.40 5,309 1,978 15,434
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise (in) = 6.00 0.75 0.00 0.00 Crest Len (ft) = 3.14 10.00 0.00 0.00
Span (in) = 6.00 0:75 0.00 0.00 Crest El. (ft) = 691.00 691.50 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.10 0.00 0.00
Invert El. (ft) = 688.30 690.00 0.00 0.00 Weir Type = Riser Rect - -
Length (ft) = 60.00 0.00 0.00 0.00 Multistage = Yes No No No
Slope (%) = 0.50 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multistage = n/a No No No Exfiltration = 0 .000 in/hr (Contour) Tailwater Elev. = 690.49 ft
Note: Cuh!ert/Ordice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage (ft)
7.00
6.00
5.00 -
4.00
3.00
2.00
1.00
0 00
Stage / Discharge
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00
Total Q
Stage (ft)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
30.00
Discharge (cfs)
2
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday, Aug 23 2004, 5:50 PM
Hyd. No. 7
Pond #3 Outflow
Hydrograph type = Reservoir Peak discharge = 5.34 cfs
Storm frequency = 50 yrs Time interval = 1 min
Inflow hyd. No. = 6 Max. Elevation = 691.78 ft
Reservoir name = Pond #3 Max. Storage = 12,512 cuft
Storage Indication method used. Wet pond routing start elevation = 690.00 ft.
Q (cfs)
10.00
8.00
6.00
4.00
2.00
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00 - ' ' 0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7 7.3
Hyd No. 7 Hyd No. 6 Time (hrs)
Pond #3 Outflow
Hyd. No. 7 - 50 Yr
Hydrograph Volume = 12,874 cult
1
-17-
i
Pond Report
Hydraflow Hydrographs by Intelisolve Monday, Aug 23 2004, 5:50 PM
Pond No. 4 - Pond #4
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (cult)
0.00 678.00 1,437 0 0
2.00 680.00 20,756 22,193 22,193
4.00 682.00 48,126 68,882 91,075
6.00 684.00 59,945 108,071 199,146
8.00 686.00 70,364 130,309 329,455
9.00 687.00 78,577 74,471 403,926
10.00 688.00 85,203 81,890 485,816
12.00 690.00 101,511 186,714 672,530
13.00 691.00 108,903 105,207 777,737
13.50 691.50 139,111 62,004 839,740
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise (in) = 24.00 8.00 0.00 0.00 Crest Len (R) = 9.42 30.00 0.00 0.00
Span (in) = 24.00 8.00 0.00 0.00 Crest El. (ft) = 688.50 690.00 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.10 0.00 0.00
Invert El. (ft) = 678.00 687.00 0.00 0.00 Weir Type = Riser Rect - -
Length (ft) = 95.00 0.00 0.00 0.00 Multistage = Yes No No No
Slope (%) = 1.00 0.00 0.00 0.00
N-Value = .022 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multistage = n/a Yes No No Exrfitration = 0 .000 in/hr (Contour) Taihvater Elev . = 0.00 It
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions
Stage (ft)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0 00
Stage / Discharge Stage (ft)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0.00 20.00 40.00 60.00 80.00 100.00 120.00 140.00 160.00 180.00 200.00 220.00
Discharge (cfs)
Total Q
ig-
2
l
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday, Aug 23 2004,5:50 PM
Hyd. No. 14
Pond #4 Outflow
Hydrograph type = Reservoir Peak discharge = 29.29 cfs
Storm frequency = 50 yrs Time interval = 1 min
Inflow hyd. No. = 13 Max. Elevation = 689.40 ft
Reservoir name = Pond #4 Max. Storage = 616,769 tuft
Storage Indication method used. Wet pond routing start elevation = 687.00 ft.
Q (cfs)
100.00
90.00
Pond #4 Outflow
Hyd. No. 14 - 50 Yr
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
Hydrograph Volume = 391,433 tuft
0.00 i
0 5
Hyd No. 14
10 15 19
Hyd No. 13
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
24 29 34 39 44 48
Time (hrs)
1
(C) -
MEMORANDUM
TO: John Dorney
Non-Discharge Branch
Regional Contact: Alan Johnson
WQ Supervisor: Bex Cleason
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Steele Creels Place
Project Number 03 1566
Recvd From APP
Received Date 12/11/03 Recvd By Region
Project Type site development creation of stormwater facility and
Certificates
Permit Wetland Wetland Wetland Stream
Type Type Impact Score Index
County Mecklenburg
County2
Region Mooresville
Stream
Class Acres Feet
Prim. Supp. Basin Req. Req.
Stream Impacts (ft.)
E /c1.c?er a???? -?
39 PSA O Y O N F 11-137-10 I `- F 30,834. 0.16 685.00 1 685.00
F_P ON F_r ????? ?F_
Mitigation Wetland
MitigationType Type Acres Feet
Is Wetland Rating Sheet Attached? O Y ON Did you request more info? O Y ON
Have Project Changes/Conditions Been Discussed With Applicant? Q Y O N
Is Mitigation required? O Y O N Recommendation: ©O Issue O Issue/fond O Deny
Provided by Region: Latitude (ddmmss) 35.1699 Longitude (ddmmss) 50.39607
Comments:
Staff discussed the project with the consultant. An anmenity pond and storm retention pond are
proposed in the headwaters of an intermittent stream at the subject site. Pete Colwell previously of
thms office viseted has visited the site, Hard impacts to the stre4n is to be less than 150-linear. ft
Recommend approval. Issue by MRO. a oV
cc: Regional Office
Central Office Page Number 1
y s,
?.
Check Dist
Triage
,
Date. .fa loZ. c?3 Project Name:
DWQ#: 00- f? G,Co.
County:
To: ? ARO Mike Parker ?' WaRO Tom Steffens
? FRO Ken Averitte ? WiRO Noelle Lutheran
O Alan Johns ? WSRO Daryl Lamb
.
chell
? RRO Steve Ivllt
From: Telephone : (919)
The file attached is being forwarded to your for yotir evaluation.
Please call if you need assistance.
? Stream lent m acted
Atream determination
? We an d determination and distance to blue-line surface waters on USFW topo maps
>?f Minimization/avoidance issues
? Buffer Rules (Meuse, Tar-Pamlico, Catawba, Randleman)
? Pond fill
itigation Ratios Q.e,_14a.? -r
? Ditching
?. Are the stream and or wetland mitigation sites available and viable?
Check drawings for accuracy
'Is the application consistent with pre-application meetings?
Z? Cumulative impact concern
Comments:
r?
Steele Cireek
Cl" No.
?-
Charlotte, Meeldenburg County,
North Carolina WETLANDS 1401 GROUP
DEC 1 1 2003
Joint Application Form and Supporting Documentation foWER QUALITY SECTION
NATIONWIDE PERMITS THAT REQUIRE NOTIFICATION
TO CORPS OF ENGINEERS
NATIONWIDE PERMITS THAT REQUIRE
SECTION 401 CERTIFICATION CONCURRENCES
Prepared For.
Mr. Leigh Rounds
Atapco Properties, Ina
8301 University Executive Park Drive
Suite 100
Charlotte, NC 28262
Prepared By:
Leonard S. Rindner, PWS
Environmental Planning Consultant
3714 Spokeshave Lane
Matthews, NC 28105
[phone]
*Subject to verification by the USACE and NCDWQ
Date : 12/2003
1
LEONARD S. RINDNER. PWS
Environmental Planning Consultant 3714 Spokeshave Lane
Professional Wetland Scientist Matthews, NC 28105
Land Planning Tele: [phone]
Fax [phone]
December 7, 2003
Ms. Amanda Jones
US Army Corps of Engineers - Reg. Field Office
151 Patton Avenue - Room 208
Asheville, NC 28801 - 5006
Mr. John R. Dorney
Division of Water Quality - NCDENR
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
Mr. Alan Johnson
NCDENR - Division of Water Quality
919 North Main Street
Mooresville, NC 28115
Re: Steele Creek Place, 49 Acres - Charlotte, NC
Dear Sirs:
On behalf of my client, I am requesting the eligibility to utilize Nationwide Permit #39 to develop
an office development at the intersection of Interstate 485 and Steel Creek Road in Charlotte, NC.
As depicted on the plans, the development proposes to convert a small intermittent stream and
small wetland pockets to a stormwater facility and an open space amenity. The site was evaluated
in October and November, 2001. The wetland delineation and stream determinations were
approved by Steve Chapin of the USACE and Pete Colwell of the NCDENR. The results of those
meetings and planning reviews were utilized to develop plans. The plans were later modified as
the result of Nationwide Permit Regional Conditions of May 17, 2002 to avoid impacts to
important streams and wetlands as the result of implementing required stormwater facilities. The
important and unimportant stream determination was verified by Amanda Jones of the USACE
on October 8, 2003.
Summary of Waters of the U.S.
Wetland evaluation was conducted to determine the actual extents and surveyed for planning and
study purposes. Preliminary identification and delineation of the Jurisdictional Waters on the site
were determined according to the Corps of Engineers Wetland Delineation Manual, Technical
Report Y-87-1, 1987, with Appendices. Preliminary data gathering included review and
interpretation of topographic maps; USDA Soil Conservation Survey; aerial photographs, and
preliminary site visits to selected areas. Then the Routine On-Site Determination Method was
utilized to determine the upper boundary of the wetlands. In order to make a positive wetland
determination indicators of hydrophytic vegetation, hydric soil, and wetland hydrology must
be identified as described in the manual.
General Wetland Classification and Description
The site is within drainage areas of Steele Creek (Water Classification - C) in the Catawba Basin.
The current land-use is former agricultural and disturbed land and dense woodland in various
stages of succession. The site has been recently graded in preparation for the proposed
commercial office development. The small wetland areas can be classified as Palustrine Broad
Leaved and Scrub Shrub. The U.S. Army Corps of Engineers (USACE) has confirmed that the
perennial stream has important aquatic value. The identified location of the perennial stream was
verified by the NCDENR and USACE. Characteristics include evidence of persistent pools;
amphibians and macro-invertebrates; evidence of wildlife utilizing the stream; and rocky,
gravelly, and sandy channel substrate. The hydric soil indicators included gleyed and low chroma
conditions, and concretions. The site includes Monacan soils. These soils are map units, which
may have inclusions of hydric soils according to the Natural Resource Conservation Service,
Technical Guide- Section B-A-2, June 1991.
Vegetative Communities
A majority of the site is in various stages of dense woodland in succession from timbering
activities. A large portion of the has been used for soil storage and possibly borrowing in the past.
Bottomland Hardwood/Headwater Forest
The Bottomland Hardwood and Headwater Forests on this site have developed in the moderately
sloping drainage ways. Species, which occur in these areas, include willow oak, sweetgum, red
maple, hackberry, red maple, green ash, black willow, and other typical species that tolerate these
wet and shallow root conditions.
Open Field
This includes all cleared non-wetland areas dominated by herbaceous plants. These have been
periodically mowed and are dominated by pasture gasses and perennial herbs including
broomsedge, goldenrod, and bush clover. Other areas have been undisturbed for longer and are in
transition to dominant species such as blackberry, geenbriar, redcedar, pines, and saplings.
Mixed Forest
The non-wetland forested areas of the site are dominated by mixed forest. The Mixed Forest is
characterized by a mixture of canopy species of pines and hardwoods. Small areas within these
forest areas may have a predominance of pine or hardwoods. Pines include shortleaf pine,
Virginia pine, and loblolly pine, with eastern redcedar. Hardwoods include pine, sweetgum, red
maple, red oak, white oak, tulip poplar, hickory, and other common species. The subcanopy
contains saplings and seedlings of canopy species. Other subcanopy species include black cherry,
holly, dogwood, elm, and privet. Woody vines common in the understory include poison ivy,
muscadine grape, honeysuckle, and other herbaceous and woody species.
Hydrophytic Vegetation has been identified according to the National List of Plant Species That
Occur in Wetlands: Southeast (Region 2), US Department of the Interior, Fish and Wildlife
Service.
3
Jurisdictional Waters of the U.S. and Description
1) Approximate Wetland (PFOIA, PSS1A) + 0.156 acres
2) Perennial and Important Streams (+ 30 If) + 0.030 acres
3) Unimportant Intermittent Streams (+ 685 If) + 0.030 acres
Total Jurisdictional Waters* + 0.216 acres
Results of Preliminary Discussions will: USA CE and the NCDWQ
The developers are committed to creating an environmentally responsible project. The plan and
commitments made in this section reflect a positive response to the preliminary discussions,
determinations, and concerns of the regulatory agencies. Except for temporary construction and
development impacts, we believe that the proposed project with the proposed mitigation will not
cause significant cumulative impacts to the ecological functions or values of Jurisdictional Waters
of the United States.
Proposed Impacts - Nationwide Permit#39 and Isolated
1) Approximate Wetland (PFOIA, PSS1A) + 0.156 acres
2) Perennial and Important Streams (+ 301f) + 0.000 acres
3) Unimportant Intermittent Streams (+ 685 If) + 0.030 acres
Total Jurisdictional Waters* + 0.216 acres
Minimization of Construction Impacts
The following Best Management Practices will be employed to minimize impacts to
Jurisdictional Waters.
These will include:
a) Siltation Barriers; Sediment Traps and Diversion Ditches
b) Barricades to define construction limits to sensitive sites and to protect trees
c) Methods to prevent short-term impacts will be inspected regularly and maintained during
construction of the project.
d) Project construction will strictly adhere to an approved Sedimentation and Erosion
Control Plan. Best Management Practices will include utilizing siltation trapping ponds
and other erosion control structures where appropriate. Impacts from hazardous materials
and other toxins to fish and aquatic life such as fuels will be avoided by not permitting
staging areas to be located near surface waters.
e) As required by the 401 Water Quality Certification conditions, measures will be taken to
prevent "live" or fresh concrete from coming into contact with waters until the concrete
has hardened.
MITIGATION PLAN
The plan was modified to avoid and minimize impacts to the perennial stream. The plan was also
modified to avoid impacts to wetlands and important streams as the result of creating stormwater
facilities. The small intermittent stream and small wetland areas (.16 acres) will be converted to
an open water pond amenity and stormwater management facility. Walkways, picnic areas, and
4
landscaping will be added along the edges of the pond as an amenity for the employees and
customers.
STORMI:I'ATER MANAGEMENT PLAN
A Stormwater Management Plan will be designed and implemented for the project to meet the
401 Water Quality Certification requirements. The Stormwater Management Plan will include
facilities that will attenuate the first inch of rainfall over a 24-hour period from the developed
portions of the site that meet or exceed NCDENR requirements. Water will be released over a 2
to 5 day period. Discharge velocity will be less than 5 cfs. The storm water pond will be designed
per the guidelines in NCDENR Stormwater Best Management Practices, April 1999.
PROTECTION FROM FUTURE DEVELOPMENT
Development of the protected areas will be deed restricted. Restrictive covenants or similar
mechanisms will be developed for approval by the USACE and/or NCDWQ.
Protection from Future Development
Remaining streams and amenity pond will be protected in common open space. As required, deed
notifications or similar mechanisms will be placed on all lots with remaining jurisdictional
wetlands and waters or areas within 50 feet of all streams and ponds on the property.
COMPLIANCE WITH WETLAND REGULATIONS
In accordance with Title 15 NCAC 2H.0500, the following DEED NOTIFICATION shall be recorded in
the County Registry prior to the conveyance of lots. Said Deed Notification shall apply to (name
of subdivision), lot numbers in County, North Carolina as shown on plans titled (subdivision
name) prepared by ( name of designer) dated
date:
"A portion of this lot has been determined to meet the requirements for designation as a regulatory
wetland. Any subsequent fill or alteration of this wetland shall conform to the requirements of the
state wetland rules adopted by the State of North Carolina in force at the time of the proposed
alteration. The intent of this provision is to prevent additional wetland fill, so the property owner
should not assume that a future application for fill would be approved. The property owner shall
report the name of the subdivision in any application pertaining to said wetland rules. This
covenant is intended to ensure continued compliance with wetland rules adopted by the State of
North Carolina and, therefore, benefits may be enforced by the State of North Carolina. This
covenant is to run with the land and shall be binding on all Parties and all persons claiming under
them."
(Signature)
Owner's name
Address
City, state, zip
Phone Number:
STATE OF NORTH CAROLINA COUNTY
1, , a Notary Public of the State of North Carolina,
County, hereby certify that owner personally appeared before me this day and executed by
above certification.
Witness my hand and notarial seal, this day of
,2003
(Notary public)
My commission expires
THREATENED & ENDANGERED SPECIES
Federally listed plant and animal species with endangered or threatened status are protected under the
Endangered Species Act of 1973. The US Fish and Wildlife Service has identified Schweinitz's sunflower
and the Carolina heelsplitter. Schweinitz's sunflower thrives in full sun characteristic of succession fields,
margins, and forested openings. Based on a review of the site including the edges of the right of way along
existing roads, the habitat conducive to support the Schweinitz's sunflower was not present in the project
area. The Carolina heelsplitter is a freshwater mussel, which prefers shaded areas either, in a ponded
portion of a small stream or in runs along steep banks with moderate current. Primary habitat is waters less
than three feet deep with a soft mud, muddy sand, or shady gravelly substrate. It is normally restricted to
protected silted areas or under banks especially associated with obstructions such as stumps or fallen trees.
Its current distribution according to the U.S. Fish and Wildlife Service is limited to portions of two streams
-- Goose Creek and Waxhaw Creek -- and a small river originating from rural areas in Union County.
Therefore it is not expected to occur on this site.
AQUATIC HABITAT
The aquatic systems in the project area consist of tributaries in the Catawba River Basin. A variety of
wildlife is supported by these systems including mammals, birds, reptiles, amphibians, fish, insects,
mollusks, and crustaceans. Therefore strict adherence to an approved erosion and sedimentation control
plan will be maintained during the construction period in order to control degradation of water quality
downstream and protect the areas to be preserved. The Carolina Darter (Etheostoma Collis) is a fish that
inhabits small streams such as those found in the project area. This species has a federal status of Proposed
Special Concern and a state status of Special Concern. The species prefers small clear streams of less than
15' width with moderate to swift current and a sand/gravel benthic composition. It apparently tolerates a
wide range of water quality conditions and vegetation types adjacent to the streams and appears resistant to
pollution. Therefore, strict adherence to an approved erosion and sedimentation control plan will be
maintained during the construction period in order to control degradation of water quality.
CULTURAL RESOURCES
The project site is disturbed from construction activities. The State Historic Preservation Office may review
of the USGS maps at the Office of State Archaeology and the Survey and Planning Office of the North
Carolina Department of Cultural Resources to determine if sites are indicated on the National Historic
Register within the study area.
CONCLUSION
Based on the value of the jurisdictional waters and wetlands on this site, the developer through sensitive
site planning has chosen to balance the site's economic viability with its environmental value and
permitability. The goal of the Site Plan and Mitigation Plan is to help balance the environmental
consequences of this development by protecting waters downstream of the project.
Please contact me if you have any questions or require additional explanation. Thank you for your
consideration.
Sincerely,
Leonard S. Rindner, PWS
Environmental Planning Consultant 6
Office Use Only: Form Version May 2002
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
1. Processing
1. Check all of the approval(s) requested for this project:
X Section 404 Permit ? Riparian or Watershed Buffer Rules
? Section 10 Permit Isolated Wetlands
X 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: 39
3. If this notification is solely a courtesy copy because written approval for the 401 Certification is
not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: Not Applicable
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page 4),
and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: Mr. Leigh Rounds
Mailing Address: Atapco Properties Inc
8301 University Executive Park Drive, Suite 100
Charlotte NC 28262
Telephone Number: 704 547-7437 Fax Number: 704 595-9974
E-mail Address:
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter must
be attached if the Agent has signatory authority for the owner/applicant.)
Name: Leonard S. Rindner, PWS
Company Affiliation: Environmental Planning Consultant
Mailing Address: 3714 Spokeshave Lane
Matthews NC 28105
Telephone Number: 704 846 0461 Fax Number: 704 847 0l 85
E-mail Address: rindner?a bellsouth net
III. Project Information
Page 1 of 8
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Steele Creek Place
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN):
4. Location
County: Mecklenburg County Nearest Town: Charlotte
Subdivision name (include phase/lot number):
Directions to site (include road numbers, landmarks, etc.):
Near Intersection of 1-485 Steele Creek Road Shopton Road
5. Site coordinates, if available (UTM or Lat/Long):35.1699°N, 80.9607°W - Charlotte West Quad
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the coordinates for
each crossing of a distinct waterbody.)
6. Property size (acres): + 49 acres
7. Nearest body of water (stream/river/sound/ocean/lake): UT of Steele Creek
8. River Basin: Catawba
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://li2o.enr.state.nc.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Undeveloped agricultural timber, woodland, disturbed by
grading for future development.
10. Describe the overall project in detail, including the type of equipment to be used:
Proposed single family and townhouse residential project
Page 2 of 8
11. Explain the purpose of the proposed work:
Site development creation of stormwater facility, creation of open space amenity.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
The site was evaluated in October and November, 2001. The wetland
delineation and stream determinations were approved by Steve Chapin of the USACE and
Pete Colwell of the NCDENR The results of those meetings and planning reviews were
utilized to develop plans The plans were modified as the result of Nationwide Permit
Regional Conditions of May 17, 2002 The important and unimportant stream
determination was verified by Amanda Jones of the USACE on October 8, 2003. The plan
was modified to avoid impacts to important streams and wetlands as the result of
implementing required stormwater facilities.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
Additional impacts are not expected -
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts: Impacts to unimportant
intermittent streams are required to implement stormwater facilties. Unimportant streams and
wetlands are impacted to for development purposes and to create an amenity and open space
Page 3 of 8
area for employees The area s adjacent to the pond will include walking trails and picnic
areas.
2. Individually list wetland impacts below:
Wetland Impact
Site Number
(indicate on ma
Type of Impact* Area of
Impact
acres Located within
100-year Floodplain**
es/no Distance to
Nearest Stream
linear feet
Type of Wetland***
92 NWP #39 0.04 ac no 0 to 1501f PSS1A
#4 NWP #39 0.12 ac no Less than 150 if PSS1A

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, uu,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://wwNv.fema.yov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: 0.16 acres
Total area of wetland impact proposed: 0.16 acres
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
indicate on ma
Type of Impact* Length of
Impact
linear feet
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
(please secif )
#1 NWP#39 70 if UT of Steele Creek 2-3' Intermittent
#3 NWP#39 195 If UT of Steele Creek 3' Intermittent
#5 NWP#39 420 If UT of Steele Creek 3' Intermittent

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated np-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usgs.cov. Several internet sites also allow direct download and printing of USGS maps (e.g., WWW.tOD07one.com,
www.mapquest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 685 If
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below: N/A
Page 4 of 8
-Open Water Impact
Site Number
(indicate on ma
Type of Impact* Area of
Impact
acres Name of Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: till, excavation, dredging,
flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): X uplands X stream X wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): The amenity pond will be created by dam the existing
intermittent stream The stormwater facility will be developed by grading and excavation.
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): Aesthetic and stormwater requirement. The upper
ponds will be used to meet stormwater requirements. The lower pond is for amenity and open
space reauirements.
Size of watershed draining to pond: 50 acres Expected pond surface area: 3 acres
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The plan was modified to avoid and minimize impacts to the perennial streams. The plan was
also modified to avoid impacts to wetlands and important streams as the result of creating
stormwater facilities. A 1 '/2 to 2 acre amenity pond will be created as an open space and
recreation amenity for employees and customers.
VIII. Mitigation
DWQ In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
Page 5 of 8
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/strtngide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
2. The small intermittent stream and small wetland areas (.16 acres) will be converted to an
open water pond amenity and stormwater management facility. Walkways picnic areas, and
landscaping will be added along the edges of the pond as an amenity for the employees and
customers.
3. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.ne.us/wrp/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information: NA
Amount of stream mitigation requested (linear feet): NA
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
Page 6 of 8
IX.
X.
Environmental Documentation (required by DWQ) NA
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ? No X
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
Proposed Impacts on Riparian and Watershed Buffers (required by DWQ) NA
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 213 .0259 (Tar-Pamlico), 15A NCAC 213 .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ? No E] If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 3
2 1.5
Total
* Zone I extends out 30 feet perpendicular from near bank of channel; Zone Z extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 213 .0242 or .0260.
Page 7 of 8
UCU-UO-000J H VII 1 0, JU III !J l fl, V V ua.,
LEO ARD S. RINDNI? PWS 3714 Spokcavc Lanc
Environmental ptauciag COuRdtant hiatt>:c?y, NC 23105
pwretsional Wetland Scientist Tele: [phone]
Land Planning Paz (704) H47-005
December 7, 2003
Mr. Leigh Rounds
Atapco Properties, Inc.
8301 University Executive Park Drive
Suite 100
Charlotte, NC 28262
Re: Agent Ai thorizt? ' otter for Steele Crock PI M . lenhn Corm NC
Dear Leigh:
In order to interface with the United States Army Corps of Engineers and the North
Carolina Department of Natural Resources wetlands permitting I will need your
authorization. Please sign the following es
This letter authofi= Leonard & Rindner, PWS as our f rm's agent in matters related
to wetlands and streams for the referenced project This includes interfacing with the
United States Army Corps of Engineers and the North Carolina Department of Natural
Aounds, /I/ Dntc ?iv4vd V« P'
Plevase contact me if you have any questions or require additional explanation. Thank you
for your consideration.
Sincerely,
Leonard S. Rindner, PWS
Environmental Planning Consultant
Profession Wetland Scientist
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LEONARD S. RINDNER, PWS
Environmental Planning Consultant 3714 Spokeshave Lane
Professional Wetland Scientist Matthews, NC 28105
Land Planning Tele: [phone]
Fax [phone]
Date: November 11, 2001
MEMORANDUM
To: Leigh Rounds
From: Len Rindner
Subiect: 45 Acre Site, NC160 and Shoaton Road
I met with Pete Colwell of the NCDENR-DWQ Mooresville Regional Office on November 8,
2001 to review the proposed project site. I reviewed my findings, including the intermittent and
perennial streams and small pockets of wetlands.
Based on a review of the potential project scope, Pete Colwell is not likely to object to damming
the small creek to create the required water quality and detention pond for the project. This is the
best use of this part of the project area because it would be a condition of a permit to impact the
channel anyway, and according to Pete would have a positive impact on minimizing impacts
downstream. Also, mitigation would not be required if filling impacts to create the dam (not
flooding impacts) were less than 150 If of the perennial stream. It is likely that the U.S. Army
Corps of Engineers would also issue a Nationwide Permit 39 or 43 to authorize use of the
jurisdictional stream on the site to create stormwater quality pond. The stormwater treatment
pond needs to be sized and designed according the North Carolina Best Management Guidelines,
April 1999. The size of the pond will also be influenced by local detention requirements. It is
recommended that the pond be designed to minimize rapid water level changes to the extent
possible. This "flashing" may result in very unattractive banks. If rapid changes in the pond are
expected due to spatial requirements you may want an architectural edge to portions of the pond
where aesthetics are an important consideration. Wetland mitigation, if any, can certainly be tied
into the pond design in the required forebay area.
In my opinion, you could proceed with the permit application as soon as you are ready. The
permit from the State would indicate Approval with Additional Conditions. One of the conditions
will be that the pond must be approved by NCDENR-DWQ. The DWQ is going to be more
interested in the performance of the pond rather than the extent or final shape of the pond,
although that is an important aspect of the design.
I'm looking forward to working with you.
Please let me know if you have any questions.
Thanks.
Len Rindner
LEONARD S. RINDNER, PWS
Environmental Planning Consultant 3714 Spokeshave Lane
Professional Wetland Scientist Matthews, NC 28105
Land Planning Tele: [phone]
Fax [phone]
December 13, 2001
Mr. Pete Colwell
NCDENR - Division of Water Quality
919 North Main Street
Mooresville, NC 28115
Mr. Steve Chapin
US Army Corps of Engineers - Reg. Field Office
151 Patton Avenue - Room 208
Asheville, NC 28801 - 5006
Re: Preliminary Wetland/Stream Determination and Regulatory Issues for + 45 Acre Site,
NC 160, Shopton Road, and 1485, Charlotte, NC
On behalf of my client, Atapco Properties, Inc., I am submitting this letter/report to summarize
our discussions and to give my client a greater sense of confidence regarding regulatory issues
before they move forward with the project. A wetland and stream evaluation was conducted on
the site and was subsequently approved by the USACE. A small intermittent stream, which
becomes perennial at a well defined "nick point" was found on the site as well as very small
pockets of wetlands at the lowest part of the site.
Atapco Properties, Inc. is proposing to develop a commercial and business development at the
intersection on approximately 45 Acres at the intersection of 1-485, Shopton Road, and NC 160.
This major intersection is currently under construction. I represented to my client, based on my
experience with similar projects of similar scope, that it would likely be acceptable and
permissible to utilize the low area to develop a water feature that would be an important aesthetic
feature for the development and meet stormwater management requirements.
I met with Pete Colwell of the NCDWQ on November 8, 2001, to review the site and discuss
potential regulatory matters. I also reviewed the proposed project with Steve Chapin of the United
States Army Corps of Engineers on several occasions. Based on our discussions, subject to
minimizing impacts to the perennial stream, the submittal of an application and supporting
documentation, including a stormwater management plan and mitigation plan, that it is likely that
the proposed impacts to the streams and wetlands on this site can be authorized with Nationwide
Permits.
Please let me know if you have any questions, or require further explanation.
you.
jCbOT d'S.-R-indner, PWS
Environmental Planning Consultant
LEONARD S. RINDNER, PWS
Environmental Planning Consultant 3714 Spokeshave Lane
Professional Wetland Scientist Matthews, NC 28105
Land Planning Tele: [phone]
Fax [phone]
Date: October 28, 2001
MEMORANDUM
To: Leigh Rounds
From: Len Rindner
Subject: 45 Acre Site, NC160 and Shopton Road
Based on my experience with sites similar to this, it is likely that the U.S. Army Corps of
Engineers and the NCDENR-NCDWQ would issue a Nationwide Permit 39 or 43 to authorize
use of the jurisdictional stream on the site to create stormwater quality pond. The stormwater
quality pond can be planned to be an aesthetic feature. The size of the pond may be also
influenced by local detention requirements. Wetland mitigation, if any, can certainly be tied into
the pond design in the required forebay area.
Summary of Requirements,
Application will be required to the USACE
Application required to NCDWQ if impacts exceed 150 If of stream channel, including
flooding. Mitigation for stream impacts may be required if dam width is greater than 150
If.
Stormwater treatment will be required per NCDWQ guidelines.
Once the application is submitted and considered complete, the USACE typically
requires 45 days and the NCDWQ requires up to 60 days to process the application.
Other state and federal agencies such as NC Wildlife Resources and Historic Properties
will also review the application. The NCDWQ will also review the stormwater
management plan. Typically, the overall permitting process lasts 60 to 90 days. A
reasonably accurate conceptual plan for the project would probably be acceptable to
move forward with the process.
I recommend moving ahead with the process before the winter season.
Please let me know if you have any questions.
Thanks.
Leonard S. Rindner, PWS
Environmental Planning Consultant
LEONARD S. RINDNER, PWS
Environmental Planning Consultant 3714 Spokeshave Lane
Professional Wetland Scientist Matthews, NC 28105
Land Planning Tele: [phone]
Fax [phone]
October 22, 2001
Mr. Leigh Rounds
Atapco Properties, Inc.
8301 University Executive Park
Charlotte, NC 28262
Re: Preliminary Wetland/Stream Determination for + 45 Acre Site, NC 160,
Shopton Road, and I485, Charlotte, NC
Dear Mr. Rounds:
The proposed project site was visited at your request, to identify the presence of wetlands
and surface waters that would require permitting if they were impacted by development.
An area is determined to be a wetland when it exhibits Hydric Soil, Hydrophythic
Vegetation, and Wetland Hydrology characteristics. These characteristics are required to
be in accordance with the definitions in the U.S. Army Corps Wetland Delineation
Manual, 1987. Areas that exhibit these three characteristics are identified as a wetland
and permits are required for development activities within these areas. Surface waters
such as perennial and intermittent creeks, and certain ponds are also subject to Section
404 of the Clean Water Act.. The approximate stream and wetland areas depicted on the
map are based on an analysis of site characteristics, topographic and soil maps, and an
on-site review.
Stream and Wetland Hydrology, Hydric Soil, Hydrophytic Vegetation
The site is within drainage areas of Steele Creek in the Catawba River Basin. The current
land-use is primarily former agricultural and woodland in various stages of succession.
The wetland areas can be classified as Palustrine Broad Leaved, Scrub Shrub, and
Emergent Temporarily Flooded (PFOIA, PSS1A, PEM1C). The U.S. Army Corps of
Engineers (USACE) will likely confirm that the perennial streams have important aquatic
value. Characteristics include evidence of persistent pools; amphibians and macro-
invertebrates; evidence of wildlife utilizing the stream; and rocky, gravelly, and sandy
channel substrate. The intermittent stream may be determined unimportant. An
unimportant stream determination however does not eliminate the jurisdictional
determination for some regulatory purposes. The hydric soil indicators included gleyed
and low chroma conditions, and concretions. The site includes Monacan soils. These
soils are map units, which may have inclusions of hydric soils according to the Natural
Resource Conservation Service, Technical Guide- Section II-A-2, June 1991.
Mr. Leigh Rounds, October 22, 2001
Page 2
Permitting Issues
A permit is not required for work on the property restricted entirely to existing high
ground. If the impacts require an application to the North Carolina. Division of Water
Quality (NCDWQ), stormwater treatment will be required as a condition of the permit for
all commercial, institutional, industrial, and multi-family developments. High-density
single family developments may also be required to provide stormwater treatment
facilities - notably those over 30% impervious. The sedimentation and erosion control
plan should include strong protection of the wetland areas on this site to avoid violations
of the general conditions of the Nationwide Permits.
Summary Commonly Used Nationwide Permits and Conditions
Nationwide Permit #39 (residential and commercial development) and Nationwide
Permit #14 (road crossings)
The maximum acreage limits of most of the new and modified NWT's (and their
combination) is 1/2 acre. Most of the new and modified NWP's require
notification to the United States Army Corps of Engineers (USACE) for activities
that result in the loss of greater than 1/10 acre of waters of the United States. An
application is required for any stream or surface water impact using Nationwide
Permit #39. The maximum impact to important streams is 300 linear feet of
important streams. Nationwide Permit #14 may be available for road crossings,
applicable. An application is required to the NCDWQ for any stream crossings
utilizing Nationwide Permit #14, or for any combinations of typically used
permits. Use of bottomless culverts may not circumvent the regulatory process.
If impacts to streams exceed 150 If of important and/or unimportant streams, or
1/3 acre of wetlands, an application is required to the NCDWQ using Nationwide
Permit 439. An application is required for any use of Nationwide Permit 414 to
the NCDWQ. Minimization measures such as plan modifications may be required
for impacts over the minimum thresholds to reduce the impacts. With an
application to the NCDWQ, storm water treatment facilities will be required by
the NCDWQ as a condition of the permit for all projects, including residential
projects, notably those over 30% impervious. Storm water detention may also be
required.
Mitigation is generally required with impacts to important streams and wetlands
above the threshold. Stream mitigation can include relocation and/or restoring
and approved degraded stream. This generally included meanders, substrate,
banks, buffers, and combinations. Plans must be submitted for approval. If a
Mr. Leigh Rounds, October 22, 2001
Page 3
permit is authorized - there is potential of participating in the state Wetland
Restoration Program (WRP) for wetland and stream restoration to meet NCDWQ
requirements and the USACE requirements. The fee is $24,000/acre times the
ratio for wetlands and $125/lf for streams. If the WRP is not available, if will be
necessary to develop your own stream mitigation. Stream buffers are typically
required to protect the remaining streams on the property as part of the mitigation
requirement.
Permits must meet standard and general conditions, i.e. endangered species,
historic properties, and other particular conditions. Comments area possible with
and application from USFWS, SHPO (State Historic Preservation Office), North
Carolina Wildlife Resource Commission, and other agencies.
Impacts made in a first phase may impact permitting on future phases if or when
the thresholds are exceeded. Therefore, and overall master plan including an
evaluation of potential future permitting requirements should be conducted. The
USACE and the NCDWQ will evaluate a project cumulatively. Typically, based
on the Subdivision Rule in the regulations, the USACE will evaluate the
subdivision as one project. Each individual lot would not be a separate project.
If applicable, the new NWP general conditions limit activities in designated
critical resource waters and fills in waters of the United States within 100-year
floodplains. All above-grade fills under most NWP's are prohibited within the
FEMA mapped 100-year floodplain below the headwaters of any stream. Within
the headwaters, above-grade fill is prohibited within the FEMA mapped
regulatory floodway, and any above grade fill in the flood fringe must meet
FEMA standards.
On a case by case base the USACE may authorize Waters of the U.S. (i.e.
streams) to be used for storm water treatment facilities.
Individual Permits
Individual Permits are required for all activities in Waters of the U.S. that do not qualify
for a Nationwide Permit and are reviewed on a case by case basis by the USACE and
other agencies, including NCDWQ, USFWS, NCWRC, and SHPO. As with NWT's a 401
Water Quality Certification from NCDWQ is a requirement. There is also a Public
Notice. By a Memorandum of Agreement, the EPA and the USACE requires a strict
mitigation sequence (no practicable alternative [avoidance], minimization, and
compensatory mitigation be followed for all Individual Permits. It is generally understood
that obtaining an Individual Permit may be difficult. Establishing that there are no
practicable alternatives is the most important part and most difficult in the evaluation
Mr. Leigh Rounds, October 22, 2001
Page 4
process. The USACE may ask for additional information regarding their comments. It is
generally understood that Individual Permits have no processing periods. Individual
Permit applications that are not withdrawn are eventually approved, however over 90%
of the applications are modified (some substantially) in the process or include additional
avoidance, minimization, and mitigation conditions.
Recommendations
A variety of planning and permitting options should also be studied to utilize the current
Nationwide Permits effectively. Avoidance and minimization of impacts to streams can
reduce the regulatory process significantly. This can be achieved by incorporating the
streams and wetlands into the common open space and limiting stream impacts to stream
crossings. Based on experience, the USACE and the NCDWQ are likely to approve
the use of the small stream to meet stormwater detention and treatment
requirements.
Although unlikely, it is strongly recommended that the Individual Permit process be
avoided if possible, due to the complexity. However, individual permits have been issued
for projects in which an acceptable analysis of alternatives and a significant mitigation
plan has been proposed. However, it will be important to anticipate the potential for
extensive analysis, the time frame, potential response to the public notice, and a less
predictable outcome of the process.
Please let me know if you have any questions or require further explanation.
Thanks.
Leonard S. Rindner, PWS
Environmental Planning Consultant
LEONARD S. RINDNER, PWS
Environmental Planning Consultant 3714 Spokeshave Lane
Professional Wetland Scientist Matthews, NC 28105
Land Planning Tele: [phone]
Fax [phone]
November 3, 2001
Mr. Walter G. Fields, III AICP
The Walter Fields Group, Inc.
831 East Morehead Street, Suite 655
Charlotte, NC 28202
Re: 45 Acre Site at NC 160, Shopton Road, and I-485, Charlotte, Mecklenburg,
County, NC
Dear Walter,
I have evaluated the subject property and determined that there are Jurisdictional Waters
of the U.S. including streams and wetlands, which are subject to Federal and State
regulation.
Please let me know if you have any questions.
Thank you.
w.
Leonard S. Rindner, PWS
Environmental Planning Consultant
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APPROXIMATE MAP - WATERS OF THE U.S.
*FOR STUDY PURPOSES ONLY
SUBJECT TO U.S.A.C.E. VERIFICATION
U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action ID: 200230153 County: Mecklenburg
Waters of the U.S. Survey/DelineationVerification
Property owner/Authorized Agent: Atapco Properties, Inc.
Address: 8301 University Executive Park
Charlotte, NC 28262
Telephone Number:
Size and Location of Property (waterbody, Highway name/number, town, etc.):
Approx. 45 acre Site at NC 160, Shopton Rd., and I-485; in Charlotte
Indicate Which of the following apply:
X There are waters of the U.S. on the above described property which have been accurately
flagged/delineated. We recommend that the delineated lines be surveyed. The surveyed
lines must be verified by our staff before the Corps will make a final jurisdictional
determination on your property.
The submitted survey plat dated for the above referenced property
accurately reflects the limits of waters of the U.S. on the property. Unless there is a
change in the law or our published regulations, this determination may be relied upon for
a period not to exceed 5 years from the date of this notice.
Placement of dredged or rill material in waters othe U.S. on this property without a Department
of the Army permit is in most cases a violation of Section 301 of the Clean Water Act (33 USC
1311). A permit is not required for work on the property restricted entirely to existing high
ground. If you have any questions regarding the Corps of Engineers regulatory program, please
contact:
Steve Chapin at [phone]
Project Manager Signature s ??- Date November 20, 2001
LEONARD S. RINDNER, PWS
Environmental Planning Consultant 3714 Spokeshave Lane
Professional Wetland Scientist Matthews, NC 28105
Land Planning Tele: [phone]
Fax [phone]
November 3, 2001
Mr. Steve Chapin
US Army Corps of Engineers - Reg. Field Office
151 Patton Avenue - Room 208
Asheville, NC 28801 - 5006
Re: Wetland/Strcam Determination Verification for + 45 Acre Site, NC 160, Shopton Road, and I-
485, Charlotte, NC
Dear Mr. Chapin:
On behalf of my client, Atapco Properties, Inc., I am requesting written verification of the wetland/stream
determination for the subject property.
Project Name: + 45 Acre Site at NC 160, Shopton Road, and I485, Charlotte, NC
Acreage: ± 45 Acres
City/County: Charlotte, Mecklenburg County
Owner: Mr. Leigh Rounds
Atapco Properties, Inc.
8301 University Executive Park
Charlotte, NC 28262
The site is within drainage areas of Steele Creek in the Catawba River Basin. The current land-use is
primarily former agricultural and woodland in various stages of succession. The wetland areas can be
classified as Palustrine Broad Leaved, Scrub Shrub, and Emergent Temporarily Flooded (PFOIA, PSS1A,
PEM1C). The U.S. Army Corps of Engineers (USACE) will likely confirm that the perennial streams
have important aquatic value. Characteristics include evidence of persistent pools; amphibians and
macro-invertebrates; evidence of wildlife utilizing the stream; and rocky, gravelly, and sandy channel
substrate. The intermittent stream was determined to have unimportant aquatic value. An unimportant
stream determination however does not eliminate the jurisdictional determination for some regulatory
purposes. The hydric soil indicators included gleyed and low chroma conditions, and concretions. The site
includes Monacan soils. These soils are map units, which may have inclusions of hydric soils according
to the Natural Resource Conservation Service, Technical Guide- Section II-A-2, June 1991.
Thank you for your consideration.
Sincerely,
?nard S. Rindner, PWS
Professional Wetland Scientist
MECK. COUNTY AERIAL PHOTOGRAPH
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LEONARD S. RiNDNER. PWS
Environmental Planning Consultant 3714 Spokeshave Lane
Professional Wctland Scientist Matthews, NC 28105
Land Planning [phone]
Date: February 1, 2003
MEMORANDUM
To: Harold Yelle
Michelle L. DeLaire
From: Len Rindner
Re: Steele Creek Place Site
As you requested we delineated the wetland areas at the site on Friday, January 31, 2003.
On Thursday, there was an all day drenching rain and we were unable to conduct the field
work. The approximate flagged areas are indicated on the attached map. Based on
previous commitments and then the lack of daylight along with localized flooding, we did
not have an opportunity to create larger scale maps of the small wetland pockets as you
requested.
However, more important in the overall planning of the project at this time, is how the
Wilmington Districts Regional Conditions for Nationwide Permits impacts the project.
These conditions became effective on May 12, 2002. Unfortunately, I was not aware of
the progress of your project until very recently. Based on these Regional Conditions for
the Nationwide Permits according to Steve Chapin of the USACE, discharges in perennial
streams and wetlands are prohibited for stormwater management facilities. The U. S. Army
Corps of Engineers verified this on Friday, January 1, 2003 by Steve Chapin of the U.S.
Army Corps of Engineers by e-mail. However I am still discussing the fine points with
him. I have requested eligibility to utilize Nationwide Permit 918 - minor discharges. I
have also requested an extension based on previous regulations. Based on previous
experience and conversations this extension may be unlikely. According to the USACE, an
Individual Permit would be required, which are generally are more complex,
unpredictable, and time-consuming.
As we discussed, there is a potential to permit the pond as an amenity feature, however
the stormwater facilities would have to be developed separate from the amenity pond. I
have requested that the USACE allow us to use the pond for stormwater detention. We
would have a stormwater treatment area adjacent to the pond known as an extended
detention wetland. However, based on my experience with another project, stormwater
facilities have been interpreted broadly to include stormwater detention and treatment.
10
February 1, 2003
Page 2
You may want to consider alternatives based on the following information:
1) If you avoid impacts to streams and have less than 1/10th acre of wetland impacts,
an application will not be required to the USACE or the NCDWQ.
2) If you impact less than 150 if of stream and less than 1/10th acre of wetlands
(except for the purposes of stormwater management) an application is required to the
USACE. If the fill impacts were to unimportant streams, it is likely that preservation of the
remaining wetlands and stream would suffice for mitigation. You would be subject to local
stormwater management requirements, but you cannot use the perennial streams or
wetlands for stormwater management.
3) If you exceed the above thresholds, an application is required to NCDWQ. The
permit would be conditioned to require a written stormwater management plan. The
written stormwater management plan for the proposed stormwater treatment wetland
must be submitted for approval to the NCDWQ. This must include plans and
specifications and designed to remove 85% TSS. The systems must be designed per the
guidelines in NCDENR Stormwater Best Management Practices, April 1999, or the latest
version.
Let me know if you have any questions. I will keep you informed of my discussions with
the USACE. Please let me know quickly if you decide to modify your plans.
Thanks.
Leonard S. Rindner, PWS
Environmental Planning Consultant
cc: Leigh Rounds
i
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cl~r~ o~ c~~~LOT~rE9 ~~c~~~ OWNER/D ATAPCO STEEL 8301 UNIVERSITY E SUITE LEN~U~~G CO., NORT~I CAROLINA
/DEVELOPER:
~ELE CR~;EK, INC.
~ EXECUTIVE PARK DR.
IITE 100
CHARLOTTE, TE, NC 28262
('704) 5 WETLANDS ~ 401 GROUP 54'7 -'74:3'7
SEP 0 9 2004
uHiEr ,1uAi!TY SEC710N
i/ ,~gp
/ i', ,r~ INDEX TO DRAWINGS
P1dL~1~~A~L! L A 1. EXISTING CONDITIONS COMPOSITE ~1AP ~
~~~j/~ ~ 2. OVERALL MASTER DEVELOPMEtiT PL?.ti
/ 3. POND COMPLEX LAYOUT PLAN
C4 ~ c~ / SIT Aiken & Yelle Associates, PA / ~ stTe ' 4. POND GRADING & DRAINAGE PI.Ati
5. POND SEDIMENTATION & EROSION
~ CONTROL PLAN
\ 5A. POND BORROI'~ AREA A\D SEDIMENTATION &
EROSION CONTROL PLAN
C~ ~ ~ ~ ~ \ Professional Engineers & Land Surveyors \
! 3'755 Benson Drive / 6. OVERALL POND PLANTING PLAN
Raleigh, Not•th Carolina 27609 \ 919-877-9992 FAX [phone]. POND PLANTING PLAN DETAILS
~ 8. SITE DETAILS
EMAIL: ayesCbellsouth.net. 9. SITE DETAILS
VICINIT [CINITY MAP
NOT TO NOT TO SCALE
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NOTES
I 0 TY Q 1. THERE MAY BE OTHER FEATURES OR IMPROVEMENTS ON THIS PROPERTY WHK31 ARE NOT SHOWN ON 8. UNLESS STATED OilicgyWg ~ DECURAl10N5 OR COVENANTS 'STEELE CREEK PROPER
~ THIS PUT OF SURVEY. OWNERS ASSOCIATION" ~ BE FOR MANVTAlNMIG ALL OPEN AREAS, INGRESS EGRESS EASEMENTS OR ANY inNDSCAPING PLANTED WITHIN THOSE EASEMENTS. ~ ~ •
2. THE TOTAL AREA BEING SUBDIVIDED HEREON IS 48.834 AC. (V~ 3, THIS PROPERTY IS NOT WITHIN TI# 100 YEAR FLOOD PLAIN AS SHOWN ON FEMA COMMUNITY PANEL ti w
NUMBER J7015801 E ~TIVE DATE FEB. 3, 1993. 9. THE ROADWAY IMPRIWEMENT$ FOR GABLE ROAD MUST BE DESIGNED AND APPROVED ALONG THE ~ ~ r~ P
G 4. PARCEL ID + 201 20 , 20107202, 20107215 ENtiRE FRONTAGE OF t:,IrgLE ROAD AT THE 11ME OF FIRST SIZE PUN SUBMITTAL FOR ANY 1~1
THI PROPERTY IS ZONE t CD PER REZONING PE1T110N 2002-805 ANO SETBACKS ARE SHOWN ON MAP pEVEL~'MENT ADJACtNi TO GABLE ROAD (PHASE 2) CONSTRUCTION OF THE IMPROVEMENTS WILL u 5. S t ) BE REQUIRED OR A BORD 8E POSTED PRIOR TO A BUILDING PERMIT ISSUANCE FOR ANY SITE B. t.37 ACRES INS PLACE DRIVE DEDICATED AS PUBLIC R/W. ADJACENT TO CABLE ROAD (PHASE 2), Y Ub _
G~ 7. THIS PLAT DOES N R D ANY PERMANENT DETEN110N EASEMENTS FOR PURPOSES OF tO• AT THE TIME OF Rt cDRDING OF THIS MAP, THIS Oq ml
SATISFYING THE DETEN DINANCE FOR ANY OF 1HE TRACTS DEPICTED. A FUTURE MAP WILL T PI TH S INFORMATION PRKR TO GRANTING CERTIFlCATE OF OCCUPANCY FOR PROPERTY IS LOCATED `MTHIN THE CITY OF CHARLOTTE'S E.T.J. U1 N ~
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l1 ~ j ~ ~ ~ ~ i 81.84' 3 522080.59 1413724.26 103 521891.74 1413884.43 ~ A A 4 522064.19 t 413731.87 104 521689.87 1413889.70 z ~ ~
/ ~ ~ I / ~ ~ 5 522088.)7 1413742.94 105 521810.34 1413908.25 ~ ~ ~ ~ 106 521588.47 1413912.81 6 522085.10 1413758.45
~ / ; i ~ h l~ _ 7 522078.30 1413772.31 107 521538.87 1413913.78 ~ ,4 „
TING 36 RAP 8 522070.58 1413788.25 108 521505.02 1413904.11 ~~,I ~ 1 EX~S ~ 1413801.63 r~M ~ 0 ~ 9 522058.79 POND yJ CENTERLINE OF DAM •r4 0 ~ 00
~ z 0 ~ ~ ~ ~o ~ Cj SMH#16 10 522028.47 1413800.25 109 521507.83 1413964.90 ~ ~ ~ ~ ~ ~ 11 521012.60 141J79J.Ot
~ 12 521996.63 141)770.80 110 521505.92 1413951.21 4, ~ ~ 0 ~ 13 511977.52 1413708.93 1n 521506.02 1413924.93 ~ . 14 521977.29 1413698.81 112 521508.64 1413916.62
ti N o ' O v ~V' 15 521991.68 1413887.68 ti3 521493.11 141)693.69
~ ~ ~ XI ~ 16 522003.75 1413683.48 tt4 521463.19 1413665.95 _ , ~ 115 521469.10 1413886.32 ~ ~ ~ 17 522018.61 141)88).01 1t 4 7 141
6 52150.8 7692.88 ~ ~ 0 I 117 521437.96 1413909.44 S ~C24 PoNO /1 MICRO PDOI ,16 521419.54 1413950.08
n N ~ ,hh ~ , 'p ~ D , ` ~ ~ ~ ~ 18 522038.42 U13826.43 = `HN~1~ 19 522008.55 1413851.10 P0N0 CENTERLINE D< DAM
- 20 521993.7) 1413874.03 ~ - - 6' 21 521982.16 1413699.72 119 521331.99 141393851
m 4.110 ACRES ~ _ , - _ _ _ _ _ _ _ 21 110 521401.21 1413787.74 _ - _ _ 521937,47 1413915.86 1r 521405.65 t413763A7 - _ 13 511892.70 141392805 122 521410.35 141376'1.58
A~ ~ ` 24 5x861.76 ut391819
~ n ~ -_~-~~1`L~T~ x j._ j~~`~ f _ ~ 25 521647.)2 1413891.87 123 521429.9+ 1413761.61 `7'~'~` 26 Sr853.88 1413858.5) 124 5r 442.78 1413776.33 - ~ I 125 Sr48t.5t 1413770.29
~ _ / ~ -t'`---`` 28 521898.76 141)72643 118 521475.68 1413755.71
Z' ` - _ ~ a~ ~ ,a ,pp ~ d 29 521904.76 141371840 127 52146147 14/)738,82 _ ~ - ~ ~ _ _ - 128 521468.03 1413713.5) ~ ' ~ ~ 30 5r92J.a 1477711.60 129 521489.91 141369215
06 ~ ~ ~ ~ _ 31 521937.83 .41371971 130 5r 491.45 1413618.07 ` ~ Cn 32 Sr9485t 1413725.74
2 , _ _ 1 s - ~ s9 ~ ~ ~ ~ ~ A 33 Sr972.65 1413728.21 t31 5?1505.58 1413623.28 4 9 --y ' = i iW 34 521979.86 1417729.40 132 521577.72 141)541.11 r
~ y -1. - W 35 Sr993.01 1413772.60 ¢ i e - +j~ ! ~ 36 522009.97 1NJ798.r POND ~ NORMAL POOL I > N -
32 W 133 521446.05 1413718.29 pq 9 - ~ J7 522027.39 14iJ804.t6 tJ4 521533.87 1411730.69 } ~ Nx t f i 38 522054.19 u13~T.09 t 14 ~ A
S1g ~ i 135 521591.4 13918.71 j" O ~ - ~..Z i POND ~ CENTERLINE GF OAM 17+8 5r584.tJ U1392871 2 Y W - N
09 ~ I r _ ~ ~ _ ` ~ I 39 522057.19 141387) 01 ! ~ 521543. N !113928.90 Q W ~ FW- 1 ~ ~ j 4C 522028.20 1°1)656.70 0: I U Q W
1 O .7 ~ ~ _ _ _ - _ - _ I tt Sr999.35 141)659.60 139 521532.60 t41J93223 q U i~ A ~ - ~ ~ 42 52199076 141)666.04 5115Jbu 1113945.28
V 85.42 ~ . _ ~ - ` = ~ - ~ ~ ; 1J 521949.82 141)678 10 141 521518.64 14t39t80p u Sr925.t5 141)682.09
GRASS LINED ~ - ~ --i L-- ~-z ~ , ~ 143 52157).10 1413949.06 - 15 52190264 1413665. ~ - i 'u 521596.04 1413958.07
SPILLWAY IN CUT ~ - ' ~ - , s ~ ~ -~-~Q ~ _ ~ - ~ _ t6 521887.63 1413893.66 't5 521633.03 1413941.68 47 521875.91 141371862 ~ ,46 521671.63 141)9)2.93
~ SEC110N ~ ~ _ - ~ - f~ ~y{~?~7-~ ~ 18 5r87t.9] +413736.12 G--I~S,L~thL_~ ~ 44 5218)0.64 141)652.25 147 5r713Jt 147)928.24 ~ ~ ~ ~
_ Ste' _ _ ~ 5C 5re2s.11 1413861.84 ',t8 S2tm.S7 1413926.24 ! 5+ 5r825.J7 141}90186 tt9 52173157 1413926.67
ri +50 521737.99 1413935.78 4 ` SA 5215195 +a 395).26 ' S' 521750.92 1413938.99 ~
~ I , , r. r ' S 521155.56 1413931.25 _ _ - ~ r1 5a 522017.7C 14139189D 2 - - _ ~ ! ~ , ~ ~ K ~ ~ ~ 521767.64 ,.,~esy - ~ ~ ! 1
- _ _ _ ~ _ , _ SI3IL~WA X- SE( _ - ~ ~ 'S1 521761.07 tt 3111.61 - ~ - 0 ~ ONC SP1111AY (EAST EDCE} ,~,5 1 ~ 4,~ 55 52t866.Dt ,1+3762.1. 52175210 413914.15
CENTERLINE OF _ ~ _ , _ _ _-686.2 TAIL EEC - _ _ ' S6 521721.19 1413101.60 . ~ _ SE Sr831.6+ 1 t, 7748.79 ~ ' S7 521695.5? 1113901 A7
' DAM 4 ~ 1 ~ 1 1` pgNN ~ ' ~ ~GNv /1 NORMAL POU 15E 5216Ta.8G 1413904,47 - k P c ~ ti • ~ ' S4 Sr65o.a7 1413910.36 i ~~y~
ERUA~ - i - ` - - _ _ ~ - ~ _ 7 521848.06 1137„ ~ 1 605.91 14!3925.36 s ~ _ _ r _ 58 52184276 ,113728 7, ~ z ~
? `~r _ - - _ _ _ - - ~ ` - L-LIE NE81$ - - 1 ~ _ , ~ _ _ - ~ 59 521633.89 +413752 B6 ~ SWAY ~ 6: 5x8'.3.;.. +1136+)'5 ,F, y - A Sr. se9.G7 t1366c.7•
_ , E' s2?6D599 •+'J67i?4 •82 Srsn41 54/)847.64 ` _ 4' f be 5x794..37 ' 4" 386C 5f ' 67 52'549°54 '413544.23
s _ _ - - - I ~ u` - - YV9RK - ' _ - _ !u 1 6J 51`786. 't'YJT-6. 164 ~'S34.61 tf'~3(i47.74 i~+41 - - b4 Sr 765''6 '1+3669..'..7 - N tl5 521176.20 14°356626
_ so _ ~ _ _ _ _ 1+1 L~- ~ 65 Sx 728 9? ' ]CA 87 t ~ !~-1 - _ ~ ~ II6 5Q1441.89 41)109.9., ~ - ~ ~ 66 s2^d9 7 'a`38.•7 98 v17 521463.01 1s13635.53
_ i - _ ~ b7 52N1[4.G9 'r>ddi'0 `!6 52 SLiJt 147>~,J7 z~ ~ ',8 524636 ' 2 •.4+q~t G6 / t4+ 1
s - _ _ ~ _ - _ ~ ~ ~ 65 521605E ~st]~GB2 S21Sa 6 ~5.t7 SQ'•581~4 It1.~ 40 52159!.18 ' 11 ]6~i..:7 521!67.34 11.7.71E +7
ST,Si6.5+ 8-- - ~ 52t59',0? • a~ 3694 ..y x•IeC yv SGI.JSr fjAS' EDi[t
_ REF E ~ _ _ _ - - _ - _ - _ - _ ` - - ~ ~ ' 7 5Q'S6IS" ' <"XJ!'l.°. `.r. c :2'+1!..'16 4M Ji•3.7E A _ _ / ~ Ta 571561.12 .',16E15"l. _J sue'<.s_~ tl+7yt'Y;6 ~y
MONUMENT ~ _ N 521428.435 - _ _ - - _ _ - ~ TS 5215126'7 La
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giARLG'TE, NORT^ ;AROL:NA 28262 2i ".!E S~JPE i AL. -ANpCAF PAR1(iNC, SPACES SHALL AIQT 70~t-547-7437 EitGfED 1~4• ~ FOCI
_ ~ i ~ Q 6t-~~_ j-__~ - _ _ ATTN: LEIGH ROUNDS 2a M.: PARNNG MS„E5 ANO ORI`rEWAYS HAVE TWD-wAY ?RAfF1C 2. ~ARCA SHOMN ~REON ~S PGNG ',i,J,l4 =LOW, GIN,E4S OTHERMISF iNDICATp
- i TAX PARCEL / 4+?T'!ttT 24 *iEE PRO'EC'a0N FENCE !5 TO 6E LOCATED ' F001 PER wGt OF ~ h 3 NO PORTION OF THE PROPERTY StiOwN 'EREON ;;ES A1'1+IN '~E TRlllll( DrAIETER OR 1/2 TFE NT OF THE TREE (WN~HEVEk IS V./
~ ~'_-0117 ~ d ` T _ _ ~ ~ ~ 30lAlOAlilES OF A F.E.ILA_ MAPPED C~OOC aAZARO APE4 gtEATER) AWAY FROM THE iRt1NK (MN. 6' FRCiI TRUNK} N /'y PANEL / )70159 00178 ~TBACx OR RIGHT OF WAY. w
I _ Tff9M--0~ _ ~ - R _ VALVE- ~ ~ _ ~ 1. 9TE DATA: 25. ALL WATER SERVICE MID SA?UTARY SEMER SERVICE ON-qTE TOTAL AREJ~ 5.924 ACRES ;0/$TRUCTION SHALT CONFp04 1TJ f,•HARIATTE - MECKLE146URG
gQ- ~ DENUDED AREA = ACRES ;Tq,;TY pEPMtT11ENT STANDARD DETAkS A1A SPEC1f1CAT10NS
~ p7• ~ A ~ ~ ~ o ~ - _ 1P 0 ~ SOIL TYPE: CaE12 - CEpI SAVOY CLAY LOAM: 28 STA681ZATtON 19 THE BEST FORM OF EROSION CONTADI. 2-8X SLOPES TEMPO1tARY SEEDI4G S NECE55ARY TO AO1kEVE ERQ~iON CONTROL ON r ~
s. i Y ~ - POND 2 5. ALL CONSTALICTION 91ALL BE tN CCMPUANCE M1H giARLOTTE _ARGE OENUT)ED AREAS AND E59ECJALLY M?E11 SPECFICALLY F•~I MECIQENBURG LAIiO DEVELOPMNET STANDARDS MANUAL Ali SHAM REOtARED AS A PART OF THE CON5IRLICTION SEOUDICE 9H4M'1 ON THE
~ COORDINATED 1NTH ENaNNERNG t PROPERTY MANAGEMENT. PUVI. ALL SLOPES MU5T 8E SEEDED AND MULCIEA Mr11IN i5 RU6(NG W 8 CONTRACTOR SHALL LOCATE ALL UTIUTES PRIOR TO THE DAYS OR 30 CAlANOER DAYS, 'WIf3{VER IS 511aCTER. ALL O1FEA AREAS,
~ ~ PROPOSED NORMAL COMMENCE?ENi OF GRADNG ACTIMTES CONTACT ULOCO AT '-800- t5 WORf(ING DAYS OR 90 CALANDER DAYS w111C11Et~R IS SHORiEA. a 872-4949 FOR F6ELD LOCATION Qi t1N~OtAID UTtUT85. REFER TO ER0810N CONTROL ORDNANCE FOR ADDITIONAL REOIMREMENTS a ~J
J ~ _ - ~ _ POOL EIEVAT10N 689.0 18.737 ACRES ACRES ? ANY GRADING AcTiV111E5 BEYOtm THE DEw1oED AREA LI14TS 27 ADgTgNAi IIEASUgES TO CONTROL ERO9011 ANO SfJ1•ENT IIAY n • F--1 SHOMw ON THESE PtAN$ t5 A VWLA11011 OF THE pTY/COtMTYS BE REOIJiED BY A REPRESENTA11Vf OF THE qTY/tbtA9TY 1•+~1 r ~ F~1
3t 1 , 83. , EROSION CONTROL ORpwANCE AND ~ SiJB,ECT TO A ENE. EN6wEERINC DEPAJt11E11T. V
~ 6 E N28'36 ~ ~ _ . 8 CRAD94G OF MORE THAN ONE AptE IMTFbUT AN APPROVED EROSIOiI ?8 ANY LAND-DISTUI~lIC AC11YlTY ~ S AgES REOUIES CONiROI PEAMtT 1S A NOLATION OF THE pTY/COUNTYS EROSION C0IFUANCE M1H ALL CONDITM)NS Of TIE CE3ERAL PER16T TO W
CENTERLINE OF z i ~ 1'56 ~ DAM 3 CT lO A 17E. CONTROL ORDMATICE ANO 6 SUB.E OISg1ARCE STORM WATER ilibER 7FE NATigIAL POIIUTANT DtS01AdtGE 9. SEE 9EE15 6 - 6 FOR 517E DETABS Eu16NATkMt SYSIEM {PEAMT N0. NC6010000~ ANY PETTI6T
~ I N~92 ~ P N ~ OD~3 a. , ~ ; , 6~ ~ ~ GRAPHIC 10. SEMfA UTETtAlS TO BE PUKED AT A MNNNAi ROPE OF 1/1' ~pp11,y~ ~ A Nq.AiION ~ THE ~A?I N9UER AC1 ANO MAY W GRAPHIC SCALE PER fooi oN r SEWER LiES AND t/6' PEA FOOT oN 8• AND 8• REOURE E3soac>ao1T ACT1014 aY TIE NORTH CAAOUTA DEPARTMENt
w 16A. ~ PROPOSED NORMAL SEIER LNES. CLEAN OUTS lO BE PLACED AT 50' wTERVALS M~ OF plV6id6ENT, HEALTH, AiO NATl1RAl RESOURC7:5. (FOR W ~
n (P" ~ ~0 6 20 ~0 0 1 POUL ELEVATION 690.0 H C~0 BEt67 PoNTS aFA?louTS LOCATED w PAVED AREAS sHAiL EtE OUESTlplS cONTACT MoDRES14uE REaoNU afftt>r WATER GUAUTY 10 80 160 ~ LOAD BEARMG tYWE STAFF AT 863-1899) Q' fS~ 'y~ '1 NO ~ pSTUR81J1C{. COI~PACTip1. CONSTRUCTION MATE1t~AL, 29 SLOPES SHALL 8E GRADED No 51EEPER TNA1i 2:1. FLL SLOPES aiEATER
~ _ I D fl ••7 TRAFFIC, oR EMJI6AL PiTS ARE AuowED w TREE PRCTECTpN -HAN 10' REOUftE ADEQUATE TERRAC6IG 1CYLDS pD.u}. ~ ~ E-~+ Q ~ ZONES. ON-$lE BUIEAL PiTS REOUIIE AN ON-S1TE DEYOU710N 3G. Ttf DEVELOPER St1A1L MAIITAN EACH SITEAM. CREEK OR BACKWASH
.L ~ I L rn ~ I GRASS LINED ~ ,AA40iTt1 PERMtT FROM THE ZWNG AD16/45TRATJR. CHANNEL w AN UNOBSIi61CiED STATE A?O 51iN1 REiq'4E fRQIA 1HE 8
' ~ (IN F'B .T ~ , SPILLWAY IN CUT ~ F'BET \ ~ •2 TREE PROTECTiDN BARRKi11DE:5 MLrST 8E NSTAllFD BEFORE T ^f1AiMEL AND BANKS OF THE 57TtEAY A1J• BFS65, LOGS, TIi6~t, AlI1U / ~~1 ?EARIIIG, OEIICilTldr, txtADUC DR CANSTRyC71DN BECws AND NG Mi0 oAEA A(xt6kKATTpIS W
3 ~ SECTION 1 inch = ~ 1 1 inch = 40 ft. s RE1IO+ED U4Tl AFTER FTI4AL wSPECTKN BV TFE URBAN Fgtf$1ER 3± ;ANp OEV~iAE1rIT wSpEC'TDR Tp 8E a4ET1 24 HOURS NOTICE '3 ~ ~IportARr SEDI1101T e+sw; T!+AT a ~ ~ caN~ TG ~ ro S~AR7 of ca+s~ucna.
c " A PERMANENT STORY HATER DETENTION FACTU?Y REOtlRES k PAJEj. J2 7~ORpNATE ALL CURB AVID 51TEE'1 GRADE. w N7EA~CTKINS wxo SPClNA AiFa! ~ p+ ~ Y .'E%AL MTi+ p'SP'E~!. r~
A. ~ ~ ' ? w GRDER TG ENSURE oROPER DRkINAGf. 1~ A YAVYtlY C.Sx 7J 5%9{7 T#irAAK3ES SHOIw AAE rE i/i1tM W ,y / ROPE ON T1E C>.1Q9 ;a A~PRpvAI OF T14!S r'U1N LS NCT A!r A4lTIIOIW71dlI TT) GRADE ~~•f
~ l t (i ~ 'S. NON-STAAQAAL' +'•E1A5 (t,E PAVERS, i6bCAT1011 5YS"~ItS +W.i+1CENT PROPERTIES 6?~I fE2D COIQ3RI016 11IM6lM~tT OFf-S+TE ` ~ i"• E?C' >h THE lilCM' -O~-MUY RF.'J;f~E ? R161+T-0F-tU~ ~t ?~i'6iIS910A YIJS' BE OBTAIED ill[ 11£ AFFfL~fD ` ij•I
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N ~F ' n~ q /w • 6 Ail 'STD' NUDES RE1•'cA 'TS THE p•.+3L.D"E - ME 7'..EAl~„1?G aRt><'FESA71+i E3+GieFflR.
F TRANSPORTATION ~ t,~ ' NC DEPT. 0 _ ~ 1 • G ,AAO ~ S*AAGARDS rA++.4 3E ALL :TL'TES Sy+ui EE A~'A,.is% ill[gK~lOUIC. 1 4i. PA.£ip(7 DILEP' AS NOTED 5+•.~ ~ Z" Mt A~; DE"EwTIOrr $A51? e1A~ 1FCORODK OFT-yTE ~"Tt~+ EALSE1tpaT
' DB 9592 PG 928 • i App DiEN~?NS ALE ~ T+E BAC7+ ~ JN.~rSS C~ERMISE M,tS' ~ RED PRrO` NYn qF ~rTF~AE 0< ~ ~ ~ ~ - , ~ - • ~ ~T3 NO'E3 '.9t PLANS. 7~PAK'! ~ Btll~ ' IFLu SIiRVCY HQJ ~ _~C't1hS~~? ~'.ii'' ~ v~~ x:
N~'T~: vn FIFLu SURVEY PIN 20107217 ~ ' y 1 ~"0~~ NER~Otr` ~Ye,s Tai _ '9 •v 71o STF AAE s..~[ St,Ar ~ 7-:'• Ji AL. VY~S ?AK~~ Vii:»5~ ~ ~JH~ Nv^.^~'i "!AGE:',- 7. "4+~ AL1. :JRB M1f311+'tEi1 N 1t/hr 9+4_ 3E S' A:
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n _ C,vNTRAC'OR SHALL !N Z SHALL I"l,ORN E"ZOONEER 0~ '~ECOP>D 'VME:__ "r
l.ra DISCREPANCIES DISCOVEF n IES DISCOVERED.
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SHEET 3 OF 9

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' 20 " t~~.~a~ ,~ti~ ~ INV 86.0 , FDR _OCATIGM x rloERalotr~o :-x:"DES ~ c r~lr~np. aodwla rstt A41G1104K 7 ANY GRAOC AO' i1'rtT>E$ ~YOND ~ DENUDEr ~A ~ 7- ACd7>rJrA~ "f ASiJlfS ~ Co~7l ET10901 Asc iE10~Exr a?± ~
Q I - SHOrI ']1 THESE Pt./JkS 5 A Y10LI~ OF 'NE 7T'!1.k:•'~5 3 ~EOUIREr A ~p~FTATPE tf 11^f CTT"fC01~!'~ rm, A ~+E =Nt~. @IK ~J6~MtAElR EAC9QN G>y114Ct 'Jf+DNAMCE AAiD ",S SilBE
v ?i.' a GPaDrAG OF 110E TMAtI OIE ACpfc tfnM'A,T AN APo+~C'Av: iFL5i0w i5 ?Ar JAS-OrSaJRJ~G AL'fiIRY y. S At>ES S CONTROL ~ERIII' r$ A JQATMON 7f TIE ?T+/CLtA~'y'= ~Rf,5K1~ ,QIP AMCf MT4+ AL. OF AE OIDERAL PEAIIT }~7
o ~ .~~`St 0 ORDI4A?iOE AIAD tS 91BJECT ~ A s71E- 7SC~.ARff STORM HATER UIIIpER 1ME MATIOUL /p1,liTAN' DIS(3•A4NI GAR p~
ti ~ ~ r, 1C C 0. SEE SFEETS 6 - a rDR SITE Df'M.S 4 _11NATX)1 S'FEl1A~~A01 ~ iRIfRO ~TM[S rAr ~ 1 tG. SEIER V,TERAIS TO ~ oIACfD AT A rarfluM SLOPE Of ! ~ONCpiUAlitf 6 +I~A Mrl
• ES~/ ~ ~f~ oEp FDOT ON 4' SfMFR LIES ANO aEA FOOT 7+ d' AAO B' REQRE EIiD11CElENT ACA01 QY 11E MOR1M C/IId1rA >~pART1EN' 2 t~P ~ S>:MEA LIES. Ci.ENI DuTS TD BE PLACED AT so' M?Er~`+Alu •AG DF EN•AIO~IEx?, HEALTH. A+Ic NATURAL RElOU16ES. ndp w
~ ~ ,stir a . v , i l l BEND FITS CIEANOt1T5 LDCJ~tEII t+ PArED AilEA3 q"Aii BE 7l,EST101A5 CdtfACT M0019f5tA.:E RE6TONAl OFTICE MATER G~N11`~ J~ • !YOE STAFF A' 6a3-NOl) ~ W cDAO BEAItN6
` ; tr. NO 90A. OtSTIR~AtIGE, C011o'ACT10N, OCtbTRIICrCN NATF30A~. 14. SLOPES SHAD. ~ GRAOED NO STEEFEII RlUN ts. FTLL StCPFS OEATER TT l~ i ~ P4 M TREE PgOTECTWM 'HAM t0' REOJMIE ADEOuTE TERRAOi1G (CMLDS ~~1• V L • 7~ TRAFFIC. as B1seAL T$ A11E Al1DMED
. - ~ S ~ zarES aN-SITE sink. wls REOUMlE AN aN-sTE DEYa.;'ta• x THE Of+fLaPER SFUa>_ MAMTAM EAa STREAM, arElc a sAdC'rrAsN UIIOFlI PEAIIT FRGt1 tHE zaNRw Jlp,~'$IRATDR ?!AMfi it AN U40BSTl0.1OTED STATE AND SH,>it REMOtE FROI nE
- ~ - GRASS LINED ~ t2 TREE PAOTECIIOM BARRCADES rusT BE rI5TAaJ.EED BEFORE GxA/MEl AIQ BAMIS Oi AE STREAM ALL BEBR15. L11G6. T111BER ,Alrtc ~I T T1DNS. W per, DolarnaN, GRAOIIG OR CQN$1RUOT1011 BEGIb AIO NO Aso aTHER A>~CJpnILA
. ~ ~ ° SPILLWAY I~ G`UT O UNT0. AFTER iMil NSPECTION B'! THE URBAN FORESTER. 3t. LAIO OE4ELOF'1ENT MSPECTOR TO BE GI101 14 NOUItS NOTICE ~ REMD~D a ~ t}. ANY IEMPgRARY SEDiENT BA9N THAT IS TD ff CONrERTEC 'C PRIOR TO START D<
_ _ 6 '*1 TION 3 SEC A PERIIAIENT STOWI MATER DETENTION FACiJTY REOIXiIES A PA+ED J2 COORDMATE ALL CUIB ANO STREET GRADES W NTER~CTIONS ~ O
- ,-1 i?~ ST'6.LMAY MIEN C0115TRUCTED ON F41 YA/ER1AL '11TH MSPECTpt. t4. W ORDER TO ENSURE PROPER DRAINAGE, KEEP A MMWUY 0.5% 9G}+T 1RIANGtES SFgIN ARE 1HE MNMRM REOtIRED. l i ~OpE ON 1HE CURS. 34. AF'PROYAL OF TNI$ PLAN IS N0T AN AUTIIOBZATION TO fJtADE
- - I PA IRR16A110N SYSTEMS, AD,µCENT PROPERTIES. MHEN fE1D CONDFTIONS WNiRANT OFF-SITE 15. NON-STANDARD I1E115 (.E. PER'S. E"~
• '1 ETC. W THE RI{i1T-OF-WAY REOUftE A RIGHT-OF-MAY GRADMIO~ PEPlIIS510N MJST 8E OBTAl1ED FROM THE AfiECTED ENCROACMIENT AGREDENS ¦TH THE CHARLOTTE DEPAR?MEN• O< pROpEERTY OYIERS
TRANSPORTATION BEFORE IISTAl1ATI0N }5 ANY RETAWWG WALLS CONSIRIICTED MAY REQUIRE DESM71 BY 16. ALL STD' NIA~R$ IttTER TD THE CHARLOTTE - IECKLENBINtG NC PROFFESIONAI ENGMEER.
LAND DEbELOP1ENT SIANDAgDS MANUAL. -t ~ U DETENTION BASH MAP RECORDING OFT SITE DETENTION EASEIENT 17. ALL PA~E1DfT EXCEPT AS NOTED SHAH ~ 2 I ANO B' ABC 37 REGXJN
_ . y 16. ALL ONrENS10MS ARE TO T1E BACK OF CURB. UNLESS 01HERMISE MUST BE RECORDED PRIOR TO ANY ISSUAIICE Di CER11fICATE OF O
_ - . - - _ _ NOTED 011 PLANS. OCCUPANCY FOR B[kDMG t. i~ , ~ r. r ~ ` 19. ALL ON 91E CURB AND GUTTER SHAD. BE T-0' PER DETAIL.
R _ _ _ - All ClNiB AND GUTTER M R/M SHALL 8E STD. }tY ~ ~ . ~ - - ~ ~ ~ , 20. SEE ARCMIECTURAL PLANS FOR BLAIDNG DIIIENSICNS AND
~ _ _ ~ ~ FFATLIRFS. LOCATNIN AND SIZE OF ROOF pPAN+1S AND U
_ , AT THE BLDG - COMJECTIDNS
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i i / ' _ ~ ~ - / ~ _ - , ~ - - _ \ry/~~~i/. O8 ~ coNSTRUCnoN sEOUENCE 0
~ / - !rq~~/' _ SEDIMENT BASIN SCHEDULE (FORT I1AY) pgT,uN a+AaNG/EROSroN coNTRa PLAN ,iPPROVAL FROM THE a1Y of A
- . r , ' ~~/bpb _ ~ SEDIMENT BASIN 1 CHARLOTTE ENGINEERING DEPARTMENT. •~04 ~ \ . ~ //~~/i/ . ~ ~ N AR A i 2, SET UP AN aN-ATE PRECONSTRtICnoN CONFERENCE tMTH ERO~oN ~
~ ~ ,1 ~ DE U ED E OC. CONTRA INSPECTOR OF THE aTY ENGINEERING DEPARTMENT [PH. 704- 'd ~ i ~ \ /iq DRAINAGE AREA OC. 4$.61 336-4258] TO aSCUSS EROSION CONTRA MEASURES. FAILURE TO 0
- ~ - _ A ~ ~ ~ ////i ~ ~ ' R IR T RA 1 f X a scHEOUL~ Sua+ A caNFEREHCE 48 HouRS PR~aR To ANY uNO ~ ~ _ ~ \ EQU ED S 0 GE eDO c D $7 498 CF aSTUR8ING ACnVTTY IS A VKxAnON OF CHAPTER 18 OF THE aTY CODE ~
~ //i// , BA IN 0 AEA ELEV 678. 1436 SF ANO Is sue,~cT To FlNE. ~i{
j / ~ ' ///i// BASIN TOP AREA ELEV. 682.0 4 1 5 SF 3• INSTALL ALT FENCE, INLET PROTECTaN, sEa~+r TR,?PS, avERS~aN ~ / \ //2 ~ BASIN DEPTH 4 aTCHES, TREE PROTECTION, AND OTF~R MEASURES aS SHOWN ON PLANS, ~ p
~ ~ ~ , ~ ~ CP CLEARING ONLY AS NECESSARY TO INSTALL THESE DEVICES CONSTRUCT ~ 0 / ~ ~ \ ~ ---r XIS 36 R ~ BOTTOM ELEVATION 6~$ ROCK DAM AND PROPOSED PERMANENT POND p DAM ANO SPILLWAY PER i.•1
i' - ~ ~ E ~ WEIR ELEVATION 6$2 APPROVED PLANS 0 i $MH I ~ I # 4. CALL 704-336-2291 FOR ON-SIT¢ AVSPECTiON BY ENGNEERING INSPECTOR.
' ~ - STORAGE PROVIDED 99122 CF - ! ~ \ % - " WHEN APPROVED, ENGINEERMIG INSPECTOR ISSUES THE GRADNNG PERMIT,
' ~ _ ~ _ F)~ BEGIN CLEARING AND diUB8M1G AF1ER PERMIT ISSUANCE. IR WI TH yy / f 1,' ' ~ 5. BEGIN GRADING AND INSTALLAnON OF STORM DRAINAGE PER THE °o d 0 ~ I l L WEIR LENGTH 140' APPROVED PLAN. 'fir
~ t- - ~ - lfl~ ~ ~ TIME OF CONCENTRATION 13 MIN 6. INSTALL REMAINING SITE IMPROVEMENTS PER THE APPROVED PLAN. 0 • I
/ = ~ 9e i ' ' ~ 7. MAINTAIN R TRa S N I = 5, 57 E OSION CON MEASURE AS EEDEO ,d ~ i ; AP 8, FOR PHASED EROSION CONTRA PLANS, CONTRACTOR SHALL MEET 1MTH ~ 0
~ i ~ _ , INS ALL RIP o~ 0 0.37 c~ x DA x 5.s ~ of cFS THE EROSION CONTRA INSPECTOR PRIOR To COMMENCING WITH EACH ,~y' w I ) PHASE OF EROSION CONTRA MEASURES. •~N w
HW I , ~ ~ DISSIPATOR PAD WEIR LENGTH CALCS. 9. STABILIZE SITE AS AREAS ARE BROUGHT TD FINISHED GRADE. 1 11 ~ ~ is is an ~4 OJ 0)
r i 6 PER CHART O=CLH L=0/CH H=(0/CL) 10. ALL EROSION CONTRA MEASURES SHALL 8E CONSTRUCTED IN ACCORD- 1 - ANCE PATH THE N,C, EROSION AND SEDIMENT CONTRA PLANNMIG AND
i ~ ,96 ~ c \ I I' - BASIN ~1 USE L=140' DESIGN MANUAL, U.S DEPART. OF AGRICULTURE, U.S. SOIL CONSERVAnON 68j i i ~ _ ~ V ~ aeT i' _ ~o BASIN ~1 Ha(101/(2.9)(140}) =0.40' sERNCE, aTY of CHARLOTTE EROSION CoNTRa OROBIANCE, ANO THE
N T U~TIO~L~LIMITS - ~ CO S ~ _ / / I _ ~ • EXCAVATE PAID i0 DESIGN CONTWRS AS a1Y OF CHARLOTTE ENGINEERNG DEPARTMEN .
= ~ - i ~I = SIOwN VATHIN THESE PLANS. THE SPILLWAY 11. THE CONTRACTOR SHALL aUt>'ENTLY AND CONTINUOUSLY MAINTAIN ALL ~ 1.~'~ ~ - ~ EROSION CONTRA DEVICES AND STRUCTURES TO MINIMIZE EROSION. iI' _ Oi THE TEMPORARY ROCK OAM VALL BE SET
~ ~ _ AT ELEVATK)N 682.0 TO ATTAIN il# STORAGE THE CONTRACTOR SMALL MAINTAIN aOSE CONTACT PATH THE aTY OF ~ ~ VOLUME PROVIDE FOR THE SEDMlENT BASH CHARLOTTE EROSION CONTRA INSPECTOR SO THAT PERIOaC INSPECTIONS
1 _ , ~ ~s i ,9~ \ / , ~ ~ ~i ~ ~ ' I ~ _ ~ AN RF D AT APPROPRIATE STAGES Of CONSTRUCTION. ~ ~ v = C BE PE ORME J 9\ = 12. AS CONSTRUCTON PROGRESSES INSTALL PERMANENT EROSION CONTRA
- , - / ~ f ~ ' ~ , _ V ~ MEASURES. 9 / 1 I ; I ! O i 13. UPON COMPLETION Of THE WORK, CALL FOR A FlNAL SITE INSPECTON.
' RIP RAP DISSIPATOR CHART ~ ~'y r ~ ~ _ / I 14. WHEN THE SITE IS APPROVED BY THE INSPECTOR, REMOVE ALL TEMP-
EMERGENCY SPILLWAY IN - : , . ~ i = ! ~V STRUCTURE SIZE STONE ORARY SEDIMENTATION CONiRa MEASURES STABILIZED RESULTANT OISTU ~ ~ ~ No. Ixwxd SIZE d50 AREAS 1MTH SEED AND STRAW IN ACCORDANCE WITH SEEDING SCHEDULE
R TH - - nnuuuuin~ I , ~ ~ CUT AREA USE N0 iliiil,,,unm 69 ~ ~ ~ _ ~ ~ HW ~ 1 t5. SEE SHEET 20 FOR SOIL d< EROSION CONTRA DETAILS ~ - 4 x x 0
uuullul ~"i , , „li+nu„nnnn ~ AMERICAN GREEN P--300 ~ ~ ~ ~ ~ = ~ FES 23 t 'x6 x12 I r ~ _ 0 6
" ,lu~u~u~u~ ~ ~ AS SHOWN PER MFG. SPEC. i,,,,,lu ~ IO i i ~ ~ _ PER NYDOT DISSIPATOR CHART ~ Q1 _ ~ ~ _ ~ _
- \ IIIIN - 111,, spa. ~ - 1 (RE~c,~,~. ~ xi. Y ® RIP RAP DISSAPATOR PAD q ~ i 18• I) i ~ ~ _ > Z p lh (RE G'._ LXISTING• ~u~lrv r i -
, 111111111 / IPIPE~+r FR~~ ~PIPE~~~ FR~``ENT ~ - ~ ~ r ~ / = Z y ~ ~ ' I ~ ~ ,r ~ ~ j I ~ - = IOPSOL S70CK PILE NOtES _ ~ q ~
GRASS LINED i r 11111p1 - i' ~ ~ ~ . ~ ~ ~ ~ ~ ~ ~ ~ _ ~ i. STOd( PllE TOP Spl IN AREA SHOYN, FREE OF ROOTS. n+ A ~ A
SPILL WAY 1N CUT Illillllllllllllllllllllullllilllll ~ SECTION r i I~ ~ I~~ i i i ' l ~ _ YANIIEN 51JCYi THAT TF[ 90E 9APES DO NOT p(C17=1D t ~ ggpE, A - r.~ ~ - 'n ~ i0 ~ ~i ~ I ~ UPON COWFix)n aF ORAOMIG AC11V11ES RD]SIABUTE irk Z W
1 "1 F)~;~'~1 O ~ 1 F ~ 1 ~ F ' ~ , . '+1 1 A ~ j i _ ro A ~uaNw a< a otvn+ ov~+ n+E GxADEO usEU Y W - ~ i A l i I I ~ t - ,,J t ~ , gSTAlUTE ALL EXCESS TOP90l ON 9TE a '4** 1-
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i ~ ~ ~ ~ ~ ~ j~ - ~ - SEDIMEN I STO , GE ; A ~ ~ ~ 1' ~~~~i, TF 'REE PRO't ~ nON FENCE STANDARD STORM INLET
5 ELEVA 1IO 681'.0 / i / ~ i W ~ ~ % ~~i, SEDIMENT TRAP iii,
_ ~ ' / ~ ~ i /Tr a ~I r" ~ i,~ COAiBfN_ Tu>H SILT FENCE
0 ~ ~i TREE PRO R CTiON FENCE A
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~ ~ ~ PERMANEf~ PRIMARY SP L AY ~ ; 9 8 ~ 6 6 , ~ \ - A ~ 69 ~ ~ O
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~ ~ ` \ li 11111 r , , ' , ~ N UCT ROCK D M ~ U ~ COS ~k I ~ ~ ///~~/i CON 'R Cn NTRaN STANDARD GRAVEL AND RIP RAP ~1 i, S ~ u ONE CE F1lTER BERM Lo
T~- Y R K ~ \ 1 6 ! ~ lulunmluutuul ~MPC AR CC ~ , , ~ ~ PE DETAIL ON SHE 9 ~ IIiIIIIIUI / ~ / , C"'' 111111 / , - ~ / ~~i y /i/// ~ ~ _ _ _ _ - _ -
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BdTTOM DR~IN 692'- ~ ~ - ~ fi ' ~ ` W V 2.---.._.~ C£NERAi NOTES.. . '
TEMPORARY SILT F~N~,E _ ~ ~ ~ ~ ,eg ~ ~ 9 9 ~ • owNE+e ATA1~'CG, STEE:.E~tEE~ r ~H rsr OTHERMTg Norm. ALL sPO*, EiEVA11(N!6 8301 il4~'• E&~.lTI~+E =ARY DF ~ T~ ;7< ASPHALT OR PiMkyl'AJf~hCri~
/TREE FENCE ALONG TOE OF ~ ~ ~ ` ~ - - ~ ~ ~ ox ~ zt ~ ra` C>tiA4LO'TE, ru?~ r CAPCr Net 2'l26i 71 T+1E SiO?E ~ Aa.l HAM'IICA? ?AJ 5?AC£S 9?4ALL MOT 7OA-5+T-TtS? EACE~~ ji' ?ET+ FOpT,
I I _ f PROPOSED BERM~DAM IN ~ ~ ~ E~ +"'t .FU~• RJaAC'SS 2: A~ PARKWG AAsii£S M~ Ti1MVEMA'"y iLAYE '~'!-MAY 7ALAiF4[ 2 =5~. 9HC)wA r•~ON F ?CA•C 'i'_k< rLOM, JN;i:9S OTC wD1('lTfy}
' H AN CAPE BUFFER AREA ~ 1 - ~ TEL DS 1~1 _ U PAJlCE_ ~ nPnf«r i< Ti(~ >~iTEL'A0ti S T!r ff 1lILATED FQ~ ?4F Mb?M Ci y; P(YfTgN Of TIE ~"JP'egTr S~ ^IEREie _F.S N'-l7~~ '-F ! D Jk ?i2 'P+E ii?. L7< THE ~ (iM1O[~ iS
~ zo ~ 111 i I INV - ~ ~ 111111 R4t^, ~ p; t; BEAlAANES 04 A r.E-11 A MAC •,.'ld_ -,r_wv. +,a~i ~A'fEF; t.M?• T'ROM T•[ lNi~ ~ ~ fNOY ~rMIK) 74 ~ S7fy'S6 00'Y8 a~..A?~ ~ tf ~Y. ~ij
- ' ~ ~ 686.0 ' ~ \ - ; ~ ~ ~ ~ n • . n; ~ - , , . . t S'E ~A-A: E trr M+Ta;i ~rr,E AMLD SAW" SF14A tEA'ACE
1 _ 7+-SI'E ':'4 k~ Ss~+ ~,':Af.S '~!S's?:~s:~ S?A.. !~fiIAI ~D 011MAkl:'$ - 1AElXe;1~'r ~X£ y>ive+ s A~.S ;-L;, r ',~+4f'!I~'T T' AfGfA~ $Jp?AR$ AhtU SiFFC+l~711S
~ -max - ~:1 ifi+C'' t ..:~++r 2~ S`+~.'ZA s T E il$iN Lf 2-3L S~.;PEi `..tiP"JNA~1" S MEr~l6AR'Y AIQ~'4 .
_ i 11, +v ~t6~tJC?fr 9•^h ?E N ~G`_+Nf~ w'• So+W1.:"'T .AA'.,,E E:at,OF: AIAFJV3 A1NE+ ~fA9A.:'! ~ .JICi:Y ,,,t < c t ~ ~i .A14L :f+E.'.+r1rwE' s +ht~ _ rtJNt.+~ MiC y+` 7E.y,~lp~', ASS + ?AR" ~ ~E ~ J6 '~+E
TT'' # '>s N"L ~AI~MG W aolJG«'"` wNS.+~~'.iEu' y .-e J~FA Alk SL,'7ET Y4~s,. ~ A~ SII:i_.~"^ y[1i'Wf YS 1 ~ nAit11~~~ ! :vN~.+C'JP 9~J4i ms's ~l5 ~!fA 't+E
~ q ? 11111 . ~ ti ~ ~ 111AII ~k'f~ "•1CR!c'"~ - t1i J 5 ? iG %kA11~ Cs14, ~AO+E'AEA ~4 ~ Q~ Atl~tt$, ,ILh4T~e ~.i' 1 :RACMIr; h-R'A"E.i :fJr-+~:" ~.;1 • _l1l".fr /)iY.wlb 5M1!'°s 9N 1'~f' 1r.J~l/II~ "~+A''E5 M'!1~'4`1~ S~
1 - 1111 zi ~ ~ ~ , ~ ~ ~ ~ ~ ~Ii\ 4.3i-v9tD ~ _OCa'Gf/I )f ~ ,'L k's aFfEA 'G *aY„9El? CO>w'1WCk `~IP~Ci F6S1 ASTdTN'JRA'l ti1t~11~} ANA ;RadNG +C.~~ 3E "CPS ~E ~EhiS.E +AE.A ~II'S i +(XJ"PdMt +AFJ~1iES x :CKTAIQ Ai1C WY
~ ~ 1111111 .n ~ ~ ' ~ 1111 1`'`,~trt1 ?IC'90M CONTRA ~ AMD x.P.E"" Z a .^~j,~ 3E 9Ei. 3~ + !JF4}4E i '^kF rYf"^~:dli+7Y ~ F~~/ Vy1\\ ME 7'~Q~IFi"41IMf ,~IAP'S~Wf,.
. ~ _ r ~ 11SIV d. GRADING C< MORE T+AN ONE ACRE M%p;" aN +?aiO'fy ~7f~f}s 2L ANY JNG"~.Ii~If A['1'A" r 7„ S AGRf1 AEOIIiRE$
' ' /i~~i GRASS LINED \VVVI+~,} CLririIROL ?E41N' S A AIOLA:IR7N OF : "E ~T'~ -''CUNT'i ?CSIf1• ..A M!1!1 All C O4~ ~E Q3~AL ~7 Tfi1 ~ ~J 111 CONTROL ORtbNANCE ANO 'S 3l8 E.. " • ENE. OMSU-Af+1E>< s ~'lf MAZEW L*CER THE ~M?1M'JMAL ~J1:1GCA1ff ~V1
. " " 4 lP 4 ~PIELWAY I T 9, ~cu ~n 6 , -n ~\ti~~\ • 3 MER ..A'ERaI S ~C ~ aUCED A~* s MN+IMAr ~JPE OF ' ; d' '~iry~f.OYP!.~ Ac VN'xA?KM Cf~ ~~T AIIU MA ~ ~ F'Xi' CN A• ~NFR LIES A?(J ' /R• ?ER = ~C' JN 6• +NG A• T ~p ~gMIE ~f~E1E~iT A6AE9N 9'~' THE Ml7R1M A 6E9ART7pEM ,~1
~ i~i~~/ SECTION 11111,NI IIIINIIIIVj// ~i~~~ ~MER LINES. GiAN OUTS '0 3F ~L/CEO 5G M'ER'fAUS NtC ~ EN'AR()wMEJ~1T. MFJ~LTk qb NATL7Rft RESgJRCES (1~4;R ~ "'V
~ 11111111\ ~~'r \~V~~j .GAO BEARIN4 TYPE 'S _OCA~ N ~+vE:; +AE+S 9+Aiw BE ~#5T1U?5 f7JITACT MOORF3MI:t REdO?AL Cr'F!CE wATfR OLUKITY ~ } VVVV A >h STAFF 8f3- f~) ~ ~
't1 1\11111111 /////I //r~/r~/Il ~R~ oa Ts ~ vl~~ ~ ~c~e~+~ ~ ~ ~ R a~ AD~Ea~uA wo ~ TH~ e saP,:s aa;~,~
~ Iplllllll ~ rb4J ~ 1 ~ hrrlrrll "4,~ lr/!/~~/~ \V\\~~~ , ~PEfi ~ 'FiE~ZGf~IMIG ADI~i'S~AgOR. ~ ~ ANAL w~ T~ sTA~ ArstuLL
J: ~ `aE naN. ~ O~RTCO~NS~n~GN ANO Nc- ~ A?C BANKS OF niE STREAM Ate BF9R15. Loa, TAR, JUW THER A~QHRII,/iTICNS, w o
rrrrll//~! nuuUrrnrnrr REMOVED UNTA. AfTFTt iRlAL iNSPECTbN B '~E 'A18AN FORESTER. 3t. JM#p DEVEi.OPNE7IT FlSPECTdL TO ~ GVFN 2t HOtAtS NOTICE 13 ANY TEMF'atARY SEDMENT BASMI i)iA' 'S TG BE CONVEATEp TO a
/i/,// urrulrnrrnun illlfpllUl1111~U1ISnHlI~~~~P „ N Iltlllnullll111111111IIliIiN11 II 111111111111111111111 A PERIIAIENT STOi61 WATER DETENTKIN fAC4."' RfOLRRES A PAVEp PRI(1f ~ ~ Ri MI CTipfS IiIIIIIiUIIIIIIHI SP?LwAY ~ CONSTRUCTED Ok fiL1 MATEAIA~. 32 COORpNATE ALL CURB ANO STREET GRADES TERSE l1~
~ ~ UIIIIITFHtlfIIIIIlu111i1 1 IIIiIH MITH RtSPECTpL W M•i'~ IIIIIIIIIIIIIIIIIIINiI Illlllilill~ LL t~. IN ORDER TO ENSURE PROPER ORAN+AGE, KEEP + wNiMUW O.5x 33, 9GMT TRIANGLES SHOWN ARE TF~ MiVWIUII REOUgED. SLOPE ON THE CLA48 3l. APPROVAL OF TMS PLAN IS NOT AN AUTFIOR1ZA710N TO CRAOE W
//rr Ail F~ urrr,rrr ~ ZOg0 ` ' 15. NON-STANDARD fTE11S (LE. PAVERS, AiAiGATK1N SSTEMS, ADJACENT PROPERT~S WHEN FIE1D CONOITtd15 wARRAN7 OFF-91E 1
rrrrlHrr j rpqurigrr~ ETC.) ~N ?HE RIGHT-OF-WAY AEOIARE A RIGHT-OF-wAr CRAOfIG, PERMF590N MUST ~ 08TAAREED FROM TFE AFFECTED ~ ENCROACII~TIT AGREEMENT IMTH TFIE CHARLOTTE OEPARTI~NT Jf PROPERTY OWNERS r l
- ~ urrrurrhNr ~ y rhrrrrq ur ~ l TRANSPORTATiON BEFORE NiSTALLATKIh. 35, ANY RETAINING WALLS CONSTRUCTED MAY REOLNRE DESKRI BY ~ V alt % ~ t8. ALL 'STD• idIVBERS REFER TO THE CHARLOTTE - 11ECJ(IENBURG NC ?ROFFESKJNAL ENpNEFR.
1 rrrrr ~ ; ~ rrrlrra t/ LANG DEVELaP11ENT STANDARDS MANUAL 38. ALL UiMJ1>FS SHALL ~ l6TAtlED UInERCROLpQ. BORRVV4 AREA 17. ALL PAVE1rtN, EXCEPT AS NOTED SHAD BE 2' I-t AND 8' ABC. }7. aECroHU DE1ENilON BASH MAP RECDRDr16 OFF'-snE oETENTaN EA~IEiii r'.
DIVERSION DITCH (TYP1CAt) ~rrfrrrti~iurrru 18 ALL DIMENSIONS ARE TO THE BACK OF CURB, UNLESS OTHERVASE MUST BE RECORDED PRIOR TO ANY fSSIJANCE OF CER1i1CAlE OF F~
IIU~ :,rlr , ~ C~ ~ H ~ F T ~ ~ Norm aN PuNS ocawANCY FAA Bu~.aNC 1. ~ ~ A F R LAN AREA ~t. I ~ ~ 19. ALL ON SITE g1R8 AHO GUTTER SHALL BE 2'-G' PER DETAIL I ALL IXMB ANO GUTTER al R/w SHALL BE STD. 30-
~ rr ~n~ .,,+rv,.
rr f Lu. Ott AM" tc LWAL PtAM rut WLLXI(i UA1t?4NuM5 AMU FE~~CE~ LOCATION AND ZE OF ROOF DRUMS AND UTIU?r I
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SHEET 5 OF 9

I _ , i i ~ ~ i ~ ~ ~ i - 1 i
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I 1 ~ ~ ~ t~ ~ I ~ p _ - i ~ p ~ / a~ i ~ ~ ~ ~ CONSTRUCTION a0 IFL N~
~ ~ ~ ,1 r ~ ~ ! ' 'i ~ ~ 1 1 ~ 1 ~ 1 , - ~ ~ _ A I i ~ / ~ ~ A ' 1. 08TNN CRADING~EROSI(RI CONTRA PLAN APPROVAL FROM THE qTY OF
1 , ~ ~ ~ /i , ; ~ ~ ~ ~ 1 ~ ~ ; / j I ' _ - - I 1 1.~ , CHARLOTTE ENgNEERING DEPARTMENT. ~ .ry 2. SET UP AN ON-STE PRECONSTRUCnON CONFERENCE MATH EROSION ~
~ i~,1~ - ~ ~ ~ ~ ` ~ ~ TRa INSPECTOR OF THE CITY ENgNEERING DEPARTMENT (PH. 704- j I ~ ~ ~ I ~ \ Cam- I CON1Ra MEASURES. FAILURE TO ~ I 338 4258] TO D SCUSS EROSION ~
i I ; S.i ~ 1 ~ A SRS ~ ~ i / ~ ~ ~ ~i ~ i J ~ SCHEDULE SUCH A CONFERENCE 48 HOURS PRIOR TO ANY LAND ~ ~ ' t i ~ - I ~ ~ a, / DISTURBING ACnV1TY IS A VIOLATION OF CHAPTER 18 OF THE CITY CODE
. _ , V ~ / ~ ~ ~ l~ ~ ~ ~ ~ I AND IS SUBJECT TO FiNE. ~ ~ - ` ~ . ~ j21~ ~ ,
1 / i i / - ~ ~ ~ j ~ 3. INSTALL SLIT FENCE, INLET PROTECTION, SEDIMENT TRAPS, DIVERSION O t ~ G I _ . ~ ~ DITCHES. TREE PR01ECnON, AND OTHER MEASURES AS SHOWN ON PLANS, ~
/ r y , CLEARING ONLY AS NECESSARY i0 INSTALL THESE DEVICES. CONSTRUCT , r~1 M ~ , = i'' v v DAM AND SPILLWAY PER ! ~ ~ ~ G~ ROCK DAM AND PROPOSED PERMANENT POND H ~ ~ ~ ~
~ \ , ~ / / vvvvv ~ Viii ~ ~ ~ ~ _ - ~ ~ ! 0v V iii , ~ ~ ~ ~ ~ ~ APPROVED PLANS I V CB 5 ,o - ~
DI ENT STO GE ~ ~ \ ~ q~ ~ ~ I ~ . ~ ~ ~ ~ ~ vvvvv ~'~i 4. CALL 704-3J8-2291 FOR ON-SITE INSPECTION 8Y ENGINEERING INSPECTOR. 'y' WHEN APPROVED, ENgNEERING INSPECTOR ISSUES 1HE GRADING PERMIT, ~
EL VATIO 81:0 / ; , , ! y~ vvv 0 i ~ ~ i AA ~ ~ ~ BEGIN CLEARING AND CRU881NG AFTER PERMIT ISSUANCE. ~ Q 0p AND IN T TION OF STORM DRAINAGE PER THE p A', 5. BEgN GRADING S ALLA ~
~ _ APPROVED PLAN. 0 ~ + 6. INSTALL REMAINING SIZE IMPROVEMENTS PER THE APPROVED PLAN.
i ~ i~ ~ ~ gam' ~ `ti, - _ vvvv i~~r ~ j ii~~ i ~ ~ ~ - 7. MAINTAIN EROSION CONTRA MEASURES AS NEEDED. i ~
PRIMARY SPAL AY ~6 ~ _ ~ 69 ~ ~ ~ / ° / ~ j' 8. FOR PHASED EROSION CONTRA PLANS, CONTRACTOR SHALL MEET WITH ~ uu w q / ~ ~ THE EROSION CONTROL- INSPECTOR PRIOR TO COMMENgNG IWTH EACH ~I
R & CON AD / FES~1s ; vvvv ~ R SE ~ ~ ~ , - ~ vvv PHASE OF EROSION CONTRA MEASURES. ~ I S1E AS AREAS ARE BROUGHT TO FlNISNED GRADE. ~ ~ Ol 0 9. STA81L ZE
i ~ ~ ~ 6g1 ~ ' vvvv ~ ~ii~ 10. ALL EROSION CONTRA MEASURES SHALL ~ CONSTRUCTED IN ACCORD- ' / ANCE MATH THE N.C. EROSION AND SEDIMENT CONTRA PLANNING AND
% ~ 6gO pvv / viii '~i CB#5B DESIGN MANUAL, U.S. DEPART. OF AGRICULTURE, U.S SOIL CONSERVATION II
K ~ A'M ~ ~ ~6~9 I111111IXj i 1 vvvv - ~ ~ ~~i~i ~ ~~~i R ~ i ~ ~ ~ ~ IIIIIIillllllll Vvv i~ i / ~ vv /i ~ i SERVICE, qTY CF CHARLOTTE EROSION CONTRA ORDINANCE, AND THE i ~ ~ qTY OF CHARLOTTE ENgNEERN4G DEPARTMENT. ~
,;i vvv iii ~ vv~ ' ~ - ~ f i ii. THE CONTRACTOR SHALL DILIGENTLY ANO CONTINUOUSLY MAINTAIN ALL /!!///J/ I, ~I EROSION CONTRA DEVICES AND STRUCTURES TO MWIMIZE EROSION.
0 r' !t ~ \ ~ 111\ 4 ~ THE CONTRACTOR SHALL MAINTAIN CLOSE CONTACT WITH THE q1Y OF CHARLOTTE EROSON CONTRA INSPECTOR SO THAT PERIODIC INSPECTIONS
~ - CAN BE PERFORMED AT APPROPRIATE STAGES OF CONSTRUCTION. 12. AS CONSTRUCTION PROGRESSES INSTALL PERMANENT EROSION CONTRA
VAAAA ~ I MEASURES
~ ~ / / VAvv ~ '4 ii~~ r V111A1 . , I 13. UPON COMPLEnON OF THE WORK, CALL FOR A FlNAL SITE INSPECTION. . 14. WHEN THE SITE IS APPROVED BY THE INSPECTOR, REMOVE ALL TEMP-
I ~ ' i AA ~ I ~j ~ 1A11 ORARY SEDIMENTAnON CONTRA MEASURES STABILIZED RESULTANT DISTURBED', AREAS WiTN SEED AND STRAW IN ACCORDANCE WITH SEEDING $CHEDU
~ ~ vvvvv ~ / ~'~i ~ ~'ii A111111 ~ ~ ~ , ' I ~ ~i ~ 111111 ~ I I 15. SEE SHEET 20 FOR SOIL dt EROSKNI CONTRA DETAILS
~ ~ 0 vv ~ ~i 11pU1p111 0 vv ~ ~ . i~ i v
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VAAvv, r„' , ~ ~ ~ 11111``1 R 0 ,11 FEE W FREE OF DEBRhS Q
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J 4, t, OWNER: ArAPCO, STEELECREEK, FNC 2? uNLE55 oTHER1MSE NOTED, ALL PROPOSED SPOT ELEYATK)!Is ARE TOP OF ASPHALT Olt FINL91 SLf~ACE.
,A ~ ~ r ~ ~ VAAAA ' / ,1 ~ 8301 tkAVQtSTY ExECUTIVE PARK DR CHARLOTTE, NORTH CAROLRiA 28262 22. TF~ SLOPE fl< ALL HANDK:AP PARK9IG SPACES yIALL NOT / y
6 6 704-547-74J7 EXCEED t/4' PER FOOT. ATTN: LEIGH ROUNDS 23. ALL PAfbONG NSfS AND pgfVEMA'f5 HAVE TW6-WAY TRAFFIC
2. PARCEL SHD'IM HEREON IS POND 1,2,3,A:4 FLOW, tAnfSS OTi#RMSE lDlt',AIED. TAX PARCEL ~ 44tt4!44 24. TREE PROTECTION FENCE t5 TO BE LOCATED t F00T PER INCH OF
vvvvv • ~ 3. NO PORnON OF 1FA: PROPERTY SK)MN HEREON LIES MTHM 'HE TR1Ap( gAMEIER qt 1/2 THE NT. CF TFIE TREE (MIACHEVER 15 BOlN40ARIES OF A i.E.M.A. MAPPED FL000 HAZARD AREA. GREATER) AWAY FROM THE TRINIK (MAV. a" FROM TRtJNIC) M
~~'ii WAY. PANEL ~ 370159 00178 SETBACK OR RIgiT OT 4. SITE OATH: ~ 25. All WATER SERVCE AND SAiMTARY SEWER SERVICE ~ ,
i~i~~b \\\1\ ~ , ON-Sf1E : T01K AREA 5.924 ACRES CONSiRUCT10N SHALL CONFORM lO (7{Aro.OTTE - MECIf1ENBURO
o ~~~~~i VAAAAA ' ~ OEHLAED AREA =444 ACRES U1ILITY OEPARIUENT STANDARD DETAILS AND SPECIFiCATWNS 2 - CECA. SANDY CLAY LOAM: 26. 5TA81L1ZATKIN IS THE BEST FORM OF EROSION CONTROL. Sa TYPE: GB
LL 2-8X SLOPES TEMPORARY SEEDWIG IS NECESSARY TO ACIAEVE EROSION CONTRA ON r , SHALL BE M1 CONPUANCf 'M1H CHARLOTTE ~AROE DENUDED AF~AS AND ESPECUILLY MkfN 9PECIFICAIlY [.i~ Z S. ALL CONSTRUCTION
T q~~ii MECKLENBURG LAND pEVELOPMNET STANDARDS MANUAL AND SHALL REQURED AS A PART OF THE CONSIRUC110N SEQUENCE SHOWM ON 1HE G d; PROPERTY MANAGEMENT. AN. ALL SLOPES MUST BE SEEDED AND WLC?FD WIIIWN S WORKING U BE GDORDUTATED wm, ENGMNA:RW+ PL W
~ q'~ii ~ vvvvv ~ _ ~~iiii vvvvvv 6. CONTRACTOR SHALL LOCATE ALL UTILITIES PRIOR TO THE DAYS OR JO CALAtWER DAYS, WFACIIEVER 5 SI40RTER. ALL OTHER AREAS. T ADA4G AC7INTIES. CONTACT ULOCO AT 1-600- 15 WORKING DAYS OR 90 CAIANDER DAYS Mi#CHEVER f5 SHORTER. r...~ ~ COMI~NCEMEN OF GR
aJ2-4949 FOR FIELD LOCA1KXi OF UNDERGROUND UTILITIES. REFER TO EROSION CONTROL ORDNANCE FOR AA ~~TOUIYRL'L~Ni4 ~ TO OON1Ra EROSION ANO I.i{
~~~~%i 0vvvv i ~ ~ f ~ 7. ANY GRADING ACnV1TIES BEYOND THE DENiA)ED AREA UTATS 27. ADOITK)NAL MEASURES n ~ ~ SHOWN ON THESE PLANS IS A NOLAnpI OF THE qTY/COUNTYS ~ REQIARED BY A REPRESENTATPAE OF 7Fff CITY/COl1NTY W H U EROSON CON1Ra ORDINANCE AND 15 S1B,ECT TO A FlNE. ENGINEERING pEPAR111Et4T. I~
%ii~~ lUlll?ulllr\\ ~ ii IIIIIIIIIN, 8 GRADING OF MORE THAN ONE ACRE WITFKXIT AN APPROVED EROSON 2& ANY LAIA)-gSTURBNG ACTNTY ~ 5 ACRES REQUIRES T TO r,,, TY NTYS EROSION ANCE PATH ALL CONDITIONS OF THE GENERAL PERMI W
~~~ii111111111111IIIIIIIIIIII ~ 4~ CONTRA PERMIT IS A NOI.ATKMI OF THE q /COU COMPU CONTROL ORDNIANCE AND iS St1BJECT TO A Fly. DISCHARGE STORM WATER IMgEER THE NATIONAL POLLUTANT DISCHARGE
m ~ q~-~ . u.- . ' I ~ ~ ~ 9. SEE SHEETS 6 - a i0R STE DETAkS. ~ ELMMNATK;tI SYSTEM [PEAM11 N0. NCGOt0000~ ANY PERMT ' 10. SEWER U1LTiALS TO BE PLACED AT A M9AMlMt SLOPE GF 1/4 NONCOMPIJANCE IS A NOLA1KlN OF THE CLEAN WATER ACT AND MAY W
~ ~l o ~ r' PER FOOT ON 4' SEVER LM4f5 AND 1/B' PER FOOT ON 6" AND B' REOUAf ENFORCFMElIT ACTION BY THE NORTH CAROLINA pEPARTME?IT SEWER LINES CLEAN OUTS TO BE PLACED AT SO' INTERVALS AND OF ENVIRONAENT, HEALTH, AND NATURAL RESOURCES. (FOR W ~
~ BEND P0911$. pFAN0UT5 LOCATED IN PAVED AREAS SHALL BE QUESTIONS CONTACT MOORESVLIE REgONAI OFFICE WATER QUAU11' r , U TYPE. STAFF AT 883-1899) ~ W LOAD BEARING
cri ) 11. NO SOIL DISTURBANCE, COMPACnON, CONSTRUCTION MATERIAL, 29. S.OPES SHALL 8E GRADED NO SLEEPER THAN 2:1. Fql SLOPES GREATER GA PITS ARE ALLOWED WI TREE PROTECTION THAN to' REauRE ADEQUATE iEARACW4G (cMtns fJO.ta~ U rip TRAFFIC, aR BURIAL MDUTx>H pEVFj.OPER SHAD WJiTAAV EACtI STREAM. Tx:Epc oR BACKWASH
a ~ _ ~ .~•~`M'•• ZONES. ON-SFlE BURIAL PITS REQUIRE AN oN-srE OE 30. THE
"J ,1. ~ _ a a_~~; Z Q . EB&p / LANDFlLL PERMIT FR011 7HE ZONNG ADMNSTRATOR. CHANNEL Wi AN U14GBSTRUCTEO STATE AND SHALL REM01~E FROM THE ` . ~ it 12. TREE PROTECTION BARRICADES MUST BE A4STALLED BEFORE CHANNEL AND BANKS OF THE STREAM ALL BEBRIS. LOGS, 1111BER. JUNK ~iir~ ~ SAND NOT OTHER ACQp~NAAti01iS W O Q ~ ~ CLEARING, OpAgJTiON, GRADING OR CONSIRUC110N BEpN AND ~1
i = f i ~ REMQVED UNTq. AF1ER FTNAI INSPECTK>H BY THE URBAN FORESTER. 31, LAND DEbQ.QPIAEIIT »4SPECTQR TO BE qM?I 24 HOURS NOTKI: a a w
i ` Z 13. ANY 1T]IPORARY SEDMENT BASH THAT IS TO BE CONVERTED TO PRIOR TO START OF COi151RL1CTKX1. 1 L~~ a ~ A PERIIMIENT STORM WATER DETENTKIN FAgLITY REOJfltES A PAVED 32 ODORDNIATE ALL CURB ALA) STF~ET 6RADE5 IN INiER5EC110NS r , O W
3 , et L7 ~ I S~1LIWAY MNEN CONSTRUCTED ON Flit MATERIAL. WI1H MISPECTOR. 14. A4 ORDER TO 0451RB PROPER DRANIAGE, KEEP A MNJIMUM O.Sx 33. SKINT TPoANGLfS SHOW ARE ltE M9NMUM REGIARED. W
T~ r C \r ~ THE CL1R8. 34. API+RQVAL ~ THIS PLAN l5 NDt AN AUTNORIZAIK>f1 TO GRADE ~1 I I.. PA' IRRIGATK7N 5YSTEMS, ADJACENT PROPER11E5• ~ FIELD CLWA711KXI5 µT OFF-STS L 15. NON-STANDARD TENS (E rERS. 1 '
O C1 ~ v ETC.) 94 i1E RKA{T-OF-WAY REQUIRE A RK7HT-l;F-WAY GRADAVG, pERINNS90N MUST BE OBruFED FROM THE AFTTCTED pICROAp#ENT AQREaENT MATH THE CHARLOTTE DEPARTMENT 0i PROPERTYf 0~• Y
y ~ ~ ~ / ~ h 'i1AN5'ORTATION ~Oi#E NSTALLArIpN. 35. ANY RETAA~IC wA1i.5 CONSTRUCTED MA REOIARf DESitN f~ ? t6_ ALL 'S4D' NUMEAJtS AEtEF TO THE CHARLOTTE - MECKLEJ+BURG bC PROFT'E90NAL E11~
v ~ • r T AROS MANUAL 36. ALL UTIUTES Sikl ff AiSTAllID tM LI+ND DEVELOPIIEN STAND
~ \ Ri i ~ i7. ALL PA1fllF3lr EXCEPT AS NOTED 94ALL BE Y ~-t AA10 a' A8t 37 REGKINAL pETENTI(RI BASH MAP RECORDMG OR•-SITE DETf71TIOy EASEMElir Mii " , O N' 18 ALL DtlEliSiONS AIW; TO THE BACK OF CURB, JN:FSS ^'~RW~E MUST BE RECORDED PRIOR lO ANT` t59aANCE OT CERTIFICATE OF 1 OCI~ANC1' FCk BtAIDRIC
Y "KITED ON PLANS. \r./ ~ - . . - ~ - 'fl Ay ON 9TE CLA+B AND 0.1TTEP SHALL BE Y-' a; 7<~~~ .
L ~ - ~ _ . - - ~ - a_ OURS AIG GttTTfR >w R/~ S++,K~ BE STL 3r' . - - ,y,. . _ , , ~ 2G SEf M~lTECTURAL P\NLS FOR BJ49MG OMENSKNS ANC . _ _ - cr~nmcc rr•iTrti. ?~Et 4~ 'Y Rf]CF '3iLAA~ AAx :'1--.
; . oor+~s naE ~x
!P \
C. a W
C \ ` CT r Lrl
SHEET 5A OF 9
U7 Y 7 n

a
i
a
.A wo r. 7 ~ 1 ~ ~ f.-. i~ ~ ~
1. ~ ~ a
.r.,
~b
i 0 ~
~ ~
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~ ~ ~ pw
OD 00 •
a ~ p6
fi ~ ~t 'I ++Q x
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i TING 36" RCP ~w ~ EXIS
A ..N
li i
00 ,
~9 6 ' y~ OR
NOTE:
1 l.~
69 6 R FER TO SHEE1 FOR DETAILED E 687 ~0 PLANTING OF INDI'viuUAL PONDS.
2
y
~;i i
69 ~ ~ 6. ~ ~ > 9
Y " PLANTING NOTES: 4L
1 9l 6 ~ •S 9 LANDSCAPE CONTRACTOR RESPONSIBLE fOR LOCATING AND }
I 6 N WITH - ~ u ~ H MARKING PROPOSED PERMANENT POOL LEVEL ELEVATIO } ~ ~
h _ 6 36' WOODEN STAKES, SPACED AT 25'INTERVALS. ~ Q qq__ 6 W tY 9 Z Y W - N p A TOR RESPONSIBLE FOR PROVIDING IRRIGATION
LANDSCAPE CONTR C T UNTIL PLANTS ARE ESTABLISHED. Q V ~ r ~ rn TO PROJEC ~ ~
~ t (O ~ U VI
a~ LANDSCAPE MATERIAL GRAPHIC LEGEND:
GRASS LINED / F IA SL ~ HIBISCUS MO$CHEUTOS (HM)
SPILLWAY IN CUT ~9Q SECTION ~ Y~ • SAGITTARIA LATI OL ( )
~ r 9 ' ` t' ro CARER CRINITA (CC) PELTANDRA VIRGINICA (PV)
f . ' 0)
~ ~ ~ WA IMPATIENS CAPENSIS (IC) ~ / JUNCUS EfFUSUS (JE) r .~1 , ~ _ ~ _ 6
~ 6g9 - - R AG PONTEDERIA COROATA (PC) ANDROPOGON GLOME ATUS ( )
x SAURURUS CERNUUS (SC) TYPHA LATIFOLIA (TL)
i
86 6 W
8q ~ rn i 6 ~ , a
6a2 ~ ~ ~ " - PLANT LIST
0~ ~D O . rn • ro COMMON NAME SIZE CONDTION REMARKS ~ KEY QTY BOTANICAL NAME
0~ O AQUATICS
aQ 6 _ - 2.5' O.C. 0
SL 241 Sa ittario lotifolia ARROWHEAD/DUCK POTATO BAREROpT PLANT 2 ^ 9 _ W 1'. ' FRINGED SEDGE - BAREROOT PLANT 2'- 2.5' O.C.
CC 254 Carcx crinitO FT RUSH - BAREROOT PLANT 2'- 2.5' O.C.
JE 266 Juncus effusus SO - T PLANT 2'- 2.5' O.C. A
; o, TL 95 Typha lotifolia COMMON CATTAIL BARER00 MALLOW - BAREROOT PLANT 2'- 2.5' O.C.
- ~ . ~~I HM gg Hibiscus moscheutos ROSE (~••I
ARM - BAREROOT PUWT 2'- 2.5' O.C. O P Itondro vir inica ARROW U PY 178 e 9 n~ - BAREROOT PLANT 2'- 2.5' O.C. F+~1
) ' ~ , ~ 1. I , ~ ~ .~1 ~l . JEWELWEED Zj X IC 28 Impatiens copensis - BAREROOT PLANT 2'- 2.5' O.C.
ti~9 d , _ ~ PC 173 Pontederia cordata PICKERELWEED
9 I D'S TaL - BAREROOT PLANT 2'- 2.5' O.C. M"'r SC 187 Soururus cernuus LZAR E•1
v~ ~ 66~ W GRASSES
~ 6 r on lomerotus BUSHY BEARDGRASS - BARER00T PLANT 2'- 2.5' O.C. AG 279 And opog g
6g0 ~ 6g1
/ 691
9a P CA
~ ...RO Q`r' ,~s&0 O.o~ s1
? • fQ4
P~- ti~ ` SE11L s i
1 : z. s~ ~ 241 •z • t
Z~ ~ • 4r
A.
x ~ r i ,~l
l I j
6A ~ 0 .
1 w,~~.
t. OYMER ATAPCO, STEEtfCREEK, wC r ,Ai.fSS OTHERWISE NOTED, Ail PROPOSED SPOT ELEVATIONS ^ g3O1 UwJER9TY EfECUT1VE PARK OR ARE 'OP OF ASPHAiT t'F FNWSH SURFACE. V
CHARLOTTE, NOR' GARDENIA 28262 22 'T+E SLOPE OF Ail HANRNCAP PAAlQNG Si'ACES 9tAii NOT T 1 704-547-7437 EId~FD t/4' PEA FOOT.
ATTh: tflGH ROUNDS 23. Ail PARKNG AISLES AAD ORNYEMAY$ HAVE TMO-MAY TRAFFIC
2- PARCEL S?TOWN HERON ms aONC t.2,3.~4 -SOW, UNLE53 OTMERMS{ xNDCATED. TAX PARCH ~ 1?!'!'!"' 24 TREE PROTECTKIN fElNCf IS TO ~ iOCJsTEO t F00T PER wwCi++ OF T h
1 NO POiTKkI OF 'HE ~OPERTY SHO+Ih ~+ERFCA ,£s wTHNI+ ~ 'ASJNI! OIA4EIER OR 1/2 TFIE HT. QF TIE IAEE (MHIgEVF.R ~ g0U?gAR1ES ~ A ~ E.M.A., uAPPED F~yx "Ad ARE AREA. GREATER) AMAY FROM THE 1Rt1lIC (YN 8' FR01I TRUIfI~ ~
oAA1El (370159 00' 78 SETBACK CR R1CFt1 QF MAY. 1--~ 4. SITE DATA: 25 Ail WATER SERVICE AND SANITARY SEIFR `
9~ 6 Z ON-SITE : TOTAL AREA 5.924 A^~tES '.ONS~RVC'TIOI 91ALL CONFORM M~ OENt1DED AREA - ARRES UT91"Y DEPARTIE?IT STA1gARD
69 50~ TYPE: Ce82 - CECK SAN"v'' Q.A' _CAM, 28 S1A8U1A110N YS T1E BEST F+OIII TO ACHEVE EROSIOII CONTROL Ot 1~ 2-8x SLOPES SE~G a ~
Tr, 'TE ~fil5 A10 ESPECULLY IrIFEN SPEC.i1CMlY F,-f S. ALL CONSTRUCTION SHALL BE IN COIFTIANCE W ~tARlO :ARGE DENUDED ~ l 11ECXLEI~IRG LAND DEVELOPMINET STANDAA05 wAARIAi RIND Sa•?:. 4F'J1JIAED AS A PART DF THE MITIIi1 SS wOF101G V
9& 6 A IM1H E1N66WiERN+C R ~ROPFR'v YANACT_MENT 7„AN All ROPES MUST ~ SEEDED W BE COORDIN TED
t. 1 ' ) ~ 6. CONTRACTOR SHALL LOCATE Ae~ UTrl1T~5 PRIOR TO 11¢ DAYS CR 30 CALNIDER DAYS, MIIOEYER IS SNORTER. ALL OTFER AREAS. r : a~ t DAYS OR 90 CALNOER DAYS MiCtE'1fR 154 SNORTER. 1 ~ ~ ~ AC tLOCO S WORIOt1G 11. t ~ T OF GRADAIG ?CnNTES. ~N 1 Z
832-4949 FOR FIELD LOCATION a UNOERi;ROU?NO JTE;nES. REFER TO FR090k ~ ~ SEDpEMT YAYQIlRF1F)iTS. 7 ANY CRADMNC ACiiVIT~S BEYOID THE DENUDED AREA LAM TS 27. ADpTpNAI MEASURES TO CONTROL EROSION H
. F,. S 15 A AOLATKIN OF TVIE qTY/COUN?YS BE REQUIRED BY A REPRESENTATIVE C< TIE CITY/COUNTYw SFIOWN ON THESE PuW CONTROL OiDHANtf ANO 95 SU&,ECT TO A cINE ENGfEEIiIIC pEPAR1YENT. a ER090N r ,
& GRADNNG OF YORE THAN ONE ACRE WITHOUT aN APPROVED ER040N 2& ANY LANG-ORSTI,IR~NGS ~ TO w A ti+auTwN of TIaE aTM/cour+~'s EROSU+ caauA>+cE wnl Au Q CONTROL PEWOT tS T A F DM,1gNARCE STORY wATEA UNDER TFE NATK9iA1. PQLWTANT 015GIARCE x
f~ , cDNTRa ORDNANCE AID 15 SueJECT o Nf 9. SEF SHEETS B - 8 FOR SITE DETAA.S EUI~NATfON SYSTEM ~ MATER~T Al0 YAY r',
CED AT A MNWUM SLOPf OF t/4' MON(X)YPUANCE IS A Nq.A W t0. SEWER LATERALS TO BE PLA PER F00T ON t SEVER LINES ANO t/8' PER FOOT OrN 6' ANO 8' REOUitE EIFORCEMENT AC1KlN BY TURhI RES01lR(~5. (FOT ARTYENT
T 9E PUCED AT 5O' iNTEitVAi.S AND OF ENYrRONM1fNT, HEALTH. 1J4fY N ~ ~ SEWER {JNES CLEAN OUTS 0
' : ' I ' I ( ~ ( 1 ' ' BEND FONTS. CLEANWT$ LOCATED ro+ PAVED AREAS SHALL 8E OUESi1ON5 CONTACT YOORESVILLE RECKNAL OFFICE MATER QUALITY t ~ , . ~ ~ I l ~ 57AfF AT 863-1699 LOAD BEARNG TYPE ~ 4ATEPo 29. SLOPES SNAIL 8E GRADED NO SLEEPER TITAN 21. fil SLOPES GREATER
tt. NO SOIL DISTURBANCE, CQIRACTKIN, COISTRUC ON Ati T7 REQUMtE ADEQUATE TERRACNG (GLOB /30.16 ~ l ' • TRAFFTC, OR BURIAL PITS ARE ALLOWED N TREE PROTECTION THAN
AL PITS REQURE AN ON-SITE OEMOUTKk+ 30. THE DEVELOPER SHALL YANTAN EACH STREAM, CREEK OR QACKWA9i _ - ZONES. ON-9TE BURT E"f LANDFILL PERIRT FROM T}E ZONNG ADYMNPSTRATOR CHANNEL N AN UNOBSTRUCTED ALL BEBAIS. LOGS. i1118ER, a1NAN
S IWST BE PlSTAL;FD BEFORE CHANNEL ANT) BANKS OF THE S1RE 12. TREE PROTECTION BARRICADE W O CLEARNG, DEYOIJTION, GRADRNG OR CONSIRL'CTtON BEµ FOR STERT 31. LANDODEVELOPYENT NSPECTOR TO BE GIVETN 24 HOURS NOTICE
GRASS LINED REMOVED UNTIL AFTER FlNAL NSPECTK)tN BY THE l>RB [r - t3. ANY TEMPORARY SEpAENT BASIk THAT IS TO ~ CONVERTED o0 ~ 32. COORDNATE ALL CURB STREET GRADES N NTERSECTIONS Q
SPILLWAY IN CUT NT STORM WATER DETENTION FAgUTY REOU6tE5 A PERMANE SPILLWAY WFEN CONSTRUCTED Oh FILL MATERIAL wTH NSPECTOR.
SECTION i T ENSURE PROPER DRAWAGE, KEEP A MINNNAI 0.5x 33. SIGFtT TR1ANGtES 5110WN ARE TIE MINMNY REQUIRED. 14. KN ORDER 0
SLOPE ON 1}1E CURB. 34. APPROVAL OF TH15 PLAN l5 N0~ 5 WARRANT~~-SITE 15. NON-STANDARD ITEMS (LE. PAVERS, M2RK;ATION SYSTEMS, ADJACENT PROPERTIES. M18:N1 ~1
j ETC.) IN THE RK;HT-OF-WAY REQUIRE A RIGHT-OF-WAY GRADNG, PERIRS9ON MUST BE OBTANED FROM THE AFFECTED ACN9AENT AGREEMENT WITH THE CHARLOTTE DEPARTMENT OF PROPERTY OMNERS. V 1 U ENCRO
TRANSPORTATION BEFORE INSTALLATION. 35. ANY RETNNNC WALLS CONSTRUCTED MAY REQUIRE OESK~I BY 18. ALL 'STD' NUMBERS REFER TO THE CHARLOTTE - MECKLENBURC ~ NC~PROFFEESIONA ~EN~E~STALLED UNDERGROUND• _
LAND pEVELOPMEIIT STANDARDS MANUAL . t7. ALL PAVElEN1T EXCEPT AS NOTED SHALL BE 2' I-t AND 6' ABC. 37. REGIONAL pETENITION BASIN YAP RECORDING ~ 11F1CATE ~ EASEMENT 'iy
td ALL DIAIEN510N5 ARE TO THE BACK OF CURB, UNLESS OTHERWISE MUS RE FCOROEOK~ 1T0 ANY ISSUANCE OCCU C Q NOTED ON PLANS
. 19. ALL ON 9TE CURB AND GUTTER SHALL BE 2'-0' PER DETAIL ALL CURB AND GUTTER IN R/W SHALL BE STD. 30'
' 20. SEE ARCHITECTURAL PLANS FOR BUILDING DIMENSIONS AND
_ FEAlT1RES, LOCATION ANO SIZE OF ROOF DRAINS qNp UTriJTY -
CONNECTX)NS AT THE BLDG.
SHEET 6 OF 9

~
_ _
g~ 6
2 ~ 0 g g a 6 6
, • • FRINGE PLANTS (OBE-FACW} ~
oo .e7D • PLANT A00T BALL t/3 ABOVE FINISHED 1 e. ADE S SHOWN Do • 0 e o. . e c g • 6 ~
e. e • o ti I p o.• o: r o e p yo• SCARIFY AND BUTTERFLY ROOTS OF ANY ROOT 1 g
0• 0 , D o 00 ° 8' y v BON N I 1/ e o U D CO TANER MATERIAL BEFORE PLANTING 11 o\ 0 •poo 0 . IF 6
o~•o , o o tp . o00 ~ BALLED AND BURLAPPED REMOVE BURLAP AND • v. v e o TWINE FROM TOP 1/3 OF ROOT BALL n . c
D • e : 0e• o~• ° 4" SAUCER RE-USE NATIVE ~ ~ AQUATIC PLANTS (DBE) e SOIL AS BACKFlLL n ~ ~
° e MULCH AS SPECIFIED ON PLANS. FNISH PERMANENT POOL 6 • ~ .
FINISH GRADE ELEVATION O
EXISTING SOIL - • ~i ~
. a~ ~ w,,
= I I BACKFlLL 1MTH PLANTING MIXIURE SEE BELOW -I I I
~ ~ EXCAVATED PIT -MINIMUM 6• WIDER ON III ii ALL SIDES THAN ROOT BALL DIA. . ~ q
-I I_ ~I I ~ SCARIFY VERTICAL DOES . . ~ ~ . ~ o _
-11-_ II-1- I 0 ~ A r \ i
III I~ ~ ~ W~p
UNDISTURBED SOIL LINE M I ~ . i 1E1 q ~ ~
PIAR1rrc raTrs P1 A
tA~scAPE OORTRACIOR RElOd9BlE rC1R LOCAIMO A!O PLANi1NG MIXTURE: PLANTING MIXTURE SHALL BE (2) TWO PARTS APPROVED OFF SITE TOPSOIL,(2) TWO PARTS 11AR10q AIOPOBED PEA~AIENT POOL IEV41 FiEVAl10H MtM
EXISTING SUITABLE 501E AND (1) ONE PART SCREENED PINE BARK THOROUGHLY MI%ED. ADD 20-15-5 FERIILIZER ~ AT b' IN EACH PLANT PIT AT MANUFACTURER'S RECOMMENDED RAIE.ZW ~TOOM1RACtp1 ~ r~ `V
ro UNTIL Pwln AAE ESTAfX19#D.
WETLAND POND 2 TYPICAL SECTION N.T.S. . ~
HEAVY SOILS N.T.S. 4
~~~r n q r SCtfLG: 1 = 2Q
PLANT LIST
KEY qTY BOTANICAL NAME COMMON NAME SIZE CONDTION REMARKS PLANTING NOTES:
°•od ~ o 2-PLY REINFORCED HOSE AT TRUNK AQUATICS od; o ~ d o - X12 GALVANIZED HIRE LANDSCAPE CONTRACTOR RESPONSIBLE FOR LOCATING AND }
•o a a• o SL 241 Sa Ittoria latifolia ARROWHEAD/DUCK POTATO - BARER00T PLANT 2'- 2.5' O.C. e oo• a •o GALVANIZED TURNBUCKLE 9 MARKING PROPOSED PERMANENT PO V a a ~ 36" WO OL LEVEL ELE ATION WITH ~ x ~ o
oo. o •.°~q8 SAFETY FLAGGING CC 254 Carex crinito I RINGED SEDGE - BAREROOT PLANT 2'- 2.5' O.C. (K)EN STAKES, SPACED AT 25 INTERVALS. y - ~ > LANDSCAPE CONTRACTOR R P ~ N J1
o oy~ % JE 266 Juncus effusus S - o g •o/o OFT RUSH BAREROOT PLANT 2'- 2.5' O.C. 00 ° \ o TREE WRAP TRUNK FROM BOTTOM UP, - ES ONSIBLE FOR PROVIDING IRRIGATION > ~ ~ Z TO PROJECT UNTIL PLANTS ARE ESTABLISHED. ~ A O
4 ~ °•o A•o• END AT SECOND BRANCH. TIE SECURELY AT TL 95 Typho latifolia COMMON CATTAIL - BAREROOT PLANT 2'- 2.5' O.C. o. Z Y W V! • ~ 3 U W r'+
•.o °•0•e • ~ • o o TOP, BOTTOM, AND AT 2' INTERVALS. HM 99 Hibiscus moscheutos ROSE - - o,o•~.p ,~o ,a 4 , oe MALLOW BARER00T PLANT 2' 2.5' O.C. LANDSCAPE MATERIAL GRAPHIC LEGEND: a ~ ~ a W
b° ,o - (J) 2'x2'XS' HARDWOOD STAKE IN SOLID GROUND PV 178 Peltandra virginico ARROW ARUM - BAREROOT P NT LA 2 2.5 O.C. ~ v y a a • SA o
MINIMUM 7 BELOW GRADE IC 28 Impatiens copensis JEWELWEED - BAREROOT PLANT 2'- 2.5' O.C. GITTARIA LATIFOLIA (SL) HIBISCUS MOSCHEUTOS (HM)
TOP OF ROOT BALL 1/3 ABOVE FINISHED GRADE pC 173 _ Pontederia cordota PICKERELWEEO BAREROOT PLANT 2'- 2.5' O.C. AS SHOWN -REMOVE BURLAP AND TWINE FROM CARER CRINITA CC PELTANDRA VIRGINICA PV ( ) ( )
TOP t/3 of ROOT BALL. SC 187 Soururus cernuus LIZARD'S TAIL - BAREROOT PLANT 2'- 2.5' O.C.
MULCH AS SPEGFIED ON PLANS. GRASSES • JUNCUS EFFUSUS (JE) IMPAl1ENS CAPENSIS (IC)
s' EARTH sauCER AG 279 Andropogon glomeratus BUSHY BEARDGRASS - BAREROOT PLANT 2'- 2.5' O.C. ANDROPOGON GLOMERATUS (AG) PONTEDERIA CORDATA PC
FINISH GRADE ( )
EXISTING SOIL SCALE: I ° = 2Q' I YI'HA LATIFOLIA (TL) x SAURURUS CERNUUS (SC)
- - ~ - Mai
~II- - I I , BACKFIII WITH PLANTING MIXTURE SEE BELOW F'RINGF P II _ II ~I UNTS (OBE-FACW)
I I I l EXCAVATED PIT - MINWUM 1' WIDER ON
I ALL SIDES THAN ROOT BALL DIA. `y~ I I I I SCARIFY VERTICAL SIDES
I y ~ 6 8
. a
RE-USE NATIVE A Ail 9 ~
PLANTING MIXTURE: PLANIING MIXTURE SHALL IR (2) TWO PARTS APPROVED OFF SITE TOPSOIL, (2) TWO PARTS SOIL AS BACKFlLL ~ QU C PLANTS (OBE) EXISTING SUITABLE SOIL AND (1) ONE PART Sp~ttNED PINE BARK THORWGHLY MIXED. ADD 20-15-10 FERTILIZER ~a
IN EACHPLANT PIT AT MANUFACTURER'S RECOMA+tNDED RATE. FINISH PERMANENT POOL GRADE 6 W 6 9
STAKE TREES WHEN NEEDED OR DIRECTED BY iANOSCAPE ARCHITECT. ELEVATION • 9 0 a
• ~ 6 ,S 9 ~ • E~ . ~
W A
o
HEAVY SOILS N.T.S. 6 6 ~
~ 9 0
A
UNDISTURBED SOIL LINE PlNI1MC NO1ES a
1A109CAPE OONTRACIOR RESPON$$E POR LOCAINO ANp o .
YAlgq PppPOBEO PEiMANE1iT POOL Lfl4 E1EYAilp1 W1H JY MOOOETI SfANES, SPACED AT b' M1EItVALi a
lAND9CAPE OONiNACTOR RESPON96lE FOR PR01pIO NRIOAININ Tp PRO,ECT U411L Pl/Jf15 ARE ESTAEIIlED.
~
POND 1 & 2 PLANTING DETAIL SECTION N.T.S. • ~ .
cv . ~
E ~
~
. .
0,
~
N N
tL) ~ ~ • o
,4tI ~ ' i~ ~ 1 ' 4 t0 i U
~ ; U ~
z. ~ ~
Z \ \ • ~
A ~ I
~
V ~ ~ ~ ~ ~ W
9 \ ~ ~ ~ ~ o
x~- Illf7 \ Z/ice ~ , ~ U ~ W ~ ~ ~ ~
/ ~ ~ k o x c~~~o ~
GRA = k ~ SS LINED ~ h~~III . a r-7
SPILLWAY IN CUT ~ ~ ~ l~ w o
SECTION ~ /~~~IIII~~~ ~ . x
. ~ ~ w • I
~ X11 1/. ~ w . ~
- ~ ~ • xw
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BERM PLANT UST I o
I(N AN OAT.wnAi u.ur ,i,/
-c ~-uMMVn rwML CAL HEIGHT AT %NTIN
TREES , MG 7 Magnolia 9rondifloro SOUTHERN \
MAGNOLIA y' I AR 9 Acer rubrum 'October Glory RED MAPLE 2•
SHRUBS POND #1 LITERAL SHELF PLANTING DETAIL SCALE: I" = 20'
LL 75 Li9uetrum lucidum TALL GLOSSY PRNET JO' MIN. - 4' O.C. \ ALTERNATE BUFFER SCREEN
I BJ 75 Bertberie julianoe WINTERGREEN BARBERRY 30' MIN. - 4' O.C.
BERM DAM AREA EA DETAIL
SHEET 7 OF 9

wASNEO sTaNE ~ ^
' sEE APrNravED TREE t. REMV.E Au BAIaERS uPON CaMRELiON aF PRwECT. ~ PRESERVA1k1N PLAN FOR 2 SEE PUNS FOR LDCA1MNi OF ALL TRFF PPORCTIOM FENCES. REQLwtEO PAOIUS 3 REFER ro CRY OF CMARLOItE IANDSCI~PE CpNSTRIICiKN+ 1. SEDIMENT SHALL BE REMOVED AND TRAP RESTORED TO ITS ORIGNAL pN/ENS10N5 W MffN iFiE 5EDNIENT MAS ACCUMUUIED TO 1/2 THE DESIGN DEPTH OF THE TRAP. ~
OF TREF BARRIER / STA~RD$ WWLAAL FOR (XrOtAI SPECTF10111011 REGARDING WASHED CLAR I ~ RAP TREE PNOTECTRIN~ tTHCK a 3' NCH (MW) / w I / 2. REMOVED SEDIAENi SHALL 8E DEPOSITED N A SUITABLE AREA AND IN SUCH A ~
f n~ 1 l l MANNER 1HAT IT MILL NOT ERODE. ~ ~ l ( \ 1. TF# SIRUCIURE SNALI BE INSPECTED BY 1NE F1NANgAlLY ~SPONSIBI.E PARTY
II II 1 ~ ~ ~ \ OR HI$ AGENT AFTER EACH STORM EVENT AND REPAIRS MADE AS NECESSARY. ,~I \ 4, CONSIRUCRON OPERATIONS SHALL 8E CARRIED q1T IN SUGH A MANNER THAT W ~
, ~ ~ ~ r EROSION AND WATER POIlUTION ARE MNNAIZED W ~ ~ 5. THE SEDMENT TRAP SHAH BE REMOVED AND THE AREA STABILIZED NMEN THE U r~)
i ~ \ ~ _ ~ DRAINAGE BASH MAS BEEN PROPERLY STABILIZED. ;.-~lll SIDPE Q a m ~ (i'3
~ / 6, ON URGER DRAINAGE AREAS RW RAP MAY BE REOlNREO UNDER THE WASHED STONE, ~ ~ ~
I A MIN D ~ d o
Sl ~ ~ ~ t STORAGE AREA ~ COMPACTED BERM ~ ~
1 ~ I ~ I ~ lll~ ~ fM15H ^'N ~ V O m - NA?IYgk~ ~ ,ai ~ ~ (i~ ~
I f~/ \ / SEDNIENT S10RAOE AREA / J ~ ~ ONp pB U CZ ~ ~ ~ a a ~
~ PIgN VIEW OF ROOT ZONE P~RSPECTNE VIEW CATCH BASIN ) ~ ~ ~ ~ / ~ a r~ ~
15 WASTED stoNE cuss I RIP RAP a~ Dose ~ a nz
1' REP RAR I p d /5 WASHED STONE TN ~ G~,, ~.,r p •1~
sDAlED11 StORMt z FNlst+ cyNOE i0R PRUNNG SEE ONE FDOT FOR EACH NISH CR10E M R1 rd h DEPDI ro ~ DESN.iIED ~ ~ PLAN VIEW F - BY ENGNEER (E' MN) w ~ .a i
NATIONAL ARBORIST wCH a tKLNK ONMETER ~ STOfeAwATEir SPOrNOE zONE ASSOCNTION SPECS OR 1/2 HEIGHT OF TREE ~ WINCHEVER IS GRUTER a 101r ~ O~ rail p EA ~ W ~ I P/ •r~l N ~ ti
MNA,AIM 3 ~ a' - FOR rGAL. TREES 6. t2' MIN. QIQ. C'l~CD b - NOTE.
N, t ' ~ - ~ DRCx SNWU) NAPE LONGINONAIL SLOPE OF 1X. _
TREE UMB E BARK DEAD TREES AND SCRUB OR UNDER o MULCH AT AREAS REMWAI GROWTH SFVLL BE Cut FLUSH AITN ~ HOT PROTECTED M?k. $EDBENT V L
ADJACENT GRADE. NO GRABBING BY BAAPoER, (QUM ~ PaM~ AllOwED UNDER GRIP LINE. REVISIONS
~4' SUNOVLOS 4 td' RNLS REVISDNS N0. DATE DESCRIPTDN N0. DALE DESCPoPTDEI ww ~
OR ORArIGE SAFETY ft?ICING N0. - WY BE USED. ~ N0. LATE pESCRIFTIDN NO DATE DESCRIPnON I t. CRAVQ AND AP PAP FlUER BERM BASH SHOULD BE USED TO PROTECT E%ISTNG PIPE M rw? SECTION A-A APPROVED DATE
- n I II _ I ~y I p RMRR TIMT GRAN 10 ACRE OR LESS. I I. 2. DIILFNSIOL6 SHOMN ARE TFIE M!R?N1M ACCEF?ED IINIESS DTIIERIA9E NOTED. APPROVED DATE
-t t r-I i r -ITT-- APPROVED DATE APPROVED DATE )ATE CHARLOTTE -MECKLENBURG
- MECKLENBURG Cl CHARLOTTE -MECKLENBURG LAND DEVELOPMENT TEMPORARY SILT DITCH
-MECKLENBURG CHARLOTTE CHARLOTTE ~ TI N DETAIL LAND DEVELOPMENT GRAVEL AND RIP RAP FILTER BERM BASIN NT STONE INLET SEDIMENT TRAP LAND DEVELOPME STANDARDS 30.05
DEVELOPMENT TREE PR_TEC 0 LAND STANDARDS 30. ~ 2 STANDARDS 30.0 30.12
STANDARDS 40.04
ION CONTROL BLANKET PERMANENT EROS p wA5EE0 STONE GENERAL NOTES: ~ = OJ
T NQ ES, 1. SEDIMENT 41ALL BE REMOVED AID TRAP RESTORED ro ITS ORIGINAL DI4UI9oNS °
T. CLASS OR MEDNN SIZE OF RIPRAP A,Np LENGTH, WIDTH AND DEPTH OF APRON TO BE OESIGNEp BY THE ENGINEER I I MEN TEE SEDNENT NAS ACCUYIN.AIm TO 1/. THE DESNN DEPTH OF THE TRAP. ~ Y N ~
2. REFER TO THE CHARLOTTE MECKLENBURG STORM WATER DESIGN MANUAL FOR A ~ VEO SEDIYpIT SHALL BE OEP091ED N A SuIiABIE AREA AND N 9JCN ~ ~ 9lT FENCE ~ 2. RfJD } ~ Z ~ Z A YAMMER THAT IT Mll NOT ERODE.
RPRAP APRON DESK;N STANDPRDS VASHED STONE N~EC1E0 Af1ER EACH STORM EVENT BY THE ~ O r ~ N \ / S. THE STRUC111AE SHALL 8E T AIRS MADE AS IECESSARY. Z w ° O FINANpALLY RESPOIIS~IE PARtt OR NI$ ADEN AND REP Y W ~
3. RIPRAP SHOULD ~CU~INVEOR~A~TI~# ~FNR+E OMIT A+DMAXNKRA~SLOPEEOF PLACED IN of THE PIPE OR GEDTEXTILE BAGS z t Arro A rlElprt NOT LESS THAN Two Harps THE PIPE DIJJ>IETER OR 3/1' STEEL PLATE W/ 3/4' HIES CARRIED pU1 N SUCH A MANNER THAT Q W Q f- CONSTRUCTON OPERATIONS SHALL BE ~ EROSION ANO WATER POIJAJiION AIE rINMIZED. ~ 2 U Q W lH
CIIIVERT HEN~TT PLAN DRILLED 2 3' DN CENTER A ~ A T TRAP SNAI! BE RE]IOVED AID THE AREA STAERAED MEN THE a v ~ A ~ s. TEE sEDrEEI
4. THERE SHALL BE NO OVERFLOW FROM THE END OF TF1E APRON i0 RIPRAPPED - - SURFACE OF THE RECEfvNG CHANNEL 1NE AREA ro BE PAVED OR pEIANA&E BASH HAS BEEN PROPERLY STABAJZED. 6. SLIT FENCE NISTALLAlION F1ALL BE N ACCORDANCE MTH STD, NO. 30.Oe
SLIALL BE UNDERCUT SO TENT THE INVERT OF THE APRON SHALL BE AT TFIE SAME GRADE (RUSH) WTTH iTE SURFACE OF THE RECETWIC CHANNEL. THE _ _ _
APRON SHALL HAVE A CUTOFF GR TOE WALL AT 1HE DOWNSTRFAIA END. - S70RAGE AREA ~ i
5 THE WIDTH OF THE END OF~EAP~I~M THERETO RECEMNGCOHAN~L 51 t- wlon+ aF THE RFCErvNG z ~ L THIS DETAIL CAN BE USED pNLY AFTER PIPE
6. ALL SUEA;RADE FOR STRUCTURE TO ~ COMPACTED TO 95t OR GREATER, ROADVAY HAS BEEN PAVED, /
T. THE PLACNG OF FILL. Em#R LOOSE OR COMPACTED IN THE RECErvING i B B 2. ALL STpNES AND SEDIMENT NEED Tp BE CHANNEL SHALL NOT BE ALLOWED. ~ REMOVED FRpM INLET/PIPE CATCH BASH /
CURIES W THE HORIZOPfTA1 ALIGNMENT OF THE APRON ° r 8. NO BENDS OR 1 SIT FENCE
wR1 BE PERNIITED i
9. DEPENDNG ON SOIL CONDITIONS, WASHED STONE OR FlLTER fABRIC ~ PIPE WILL BE NECESSARY UNDER PoP RAP 20/-- p wASNEO STONE
10. ANY Dt'IURf1m AREL FROM END OF APRON 10 RECIEWIG CHANNEL VASHED STONE 3/A' STEEL PLAtE PLAN VIEW ~ 6' f% N GWINELS, Rou Ollf 4IRIPS OF MAT PARALLEL TO iNE
MUST BE STABILIZED. w`~ GRAS w PLACED IN GEDTEXTILE BAGS 1Y MIN. DIRECfgN Of fLOw AND OVER TEE PROTECTWE MACH
RIP RAP NCI 6~OF~STONET USE NORTH AMERICAN GREEN SC-150 OR P-300
I I H '-4. TEMPORARY EROSION CONTROL BLANKET
R~A51716
NO. DATE OESCRFTMYrI IsEVSDNS pr,~ No. DATE ascRVTloEI
I e/OD ADDED N01E 2 ~ No. DAtE DESCRwnoN NOTE: -uYEa a nLTEP FAaac Furl SECTION A-A _
I 599 NOTTS 9 k to RErOr:D WASHER MNIMUM H.2/1 PPE DNTETER APPROVED DATE APPROVED DATE 1 ANCEIOR W1 N AOCORUYICE 12-NIGH C'-'
S10NE SECT. B-B SECTION B-B APPROVED CHARLOTTE -MECKLENBURG 1 Yr/ YWIFACTUREA'S SPECF1CA1gN5 O~LAp r I _ JOIN SIRIP$ BY ANCEIORNG
N DEVELOPMENT SAT H BASIN ~N~ET ~R~TE~TI~N ~ LAD ~ ~ CHARLOTTE -MECKLENBURG SILT FENCE ""D °~`~°PI"G
CHARLOTTE -MECKLENBURG STANDARDS 30.15 ND DEVELOPMENT Q 30.15 LA STORM INLET SEDIMENT TRAP
IEVELOPMENT RIPRAP APRON AT PIPE OUTLETS LAND l STANDARDS 30.09
STANDARDS 2D 23 GENTLE SLOPES STEEP SLOPES - W
vAPoAeLF As DrLECTED Br THE D+DRrEfR 100 Ibs/are toll fescue FLw NSTAtUT10N Of IfTTNA, AEC WTTN;, I
sTTn Posy 6• Ma SEEDING 30 Ibs/are Sericea kspedezo RWRM SIZE TO BE DESIGNED BY ENGNEER. ~ ~ S MASHED STONE PRODUL~S OESIfiED TO CONrROI ETN%Sgh SEIOUID BE NSTALIEO N ALCDRQwIOf /IIN WMfACRAIER'S MSTRIC~IOMS. ANY IYS CR BIMN4T-'~E PPOQA'T USED AS A PRDIECTME EAACH SMAAD PNpF1E CCMDE OF AT LEAST 30x OF iEE B Sl1RFAtE MERE rt 6 APRIEC NSTKUTKNI 5 U1ISTkUED AEI(M
ww[ Fnrcr~c I - i MIXTURE Ibs/acre of toll fesue (unscarified after August 15) s ~ 10 Ibs/ocre Kobe bspedeza I. iWPLT UE. FERTL12EF Ar( SFEL BEFOR[ WTI1G TEE 1ET OR WT
p 1818181 A A 2. START UY?D TIE IE1 F#Or llf TOP OF 11E CgwNEI OR SiDPE AND UNBOLT a DOMN 11E GRADE. LLLCM NEfTNf. TO UY LOCSELT ON TIE SCl OI MAfl1 CAER BUT ININOUT MTNKLfS-W NOT STPETCx
FALL August 25 - October FALL: August 25 - October 15 ¦p.~fN fYTFA FABRIC Late winter: February 15 -April 15 Epte winter February 15 -April 1
'T' ne add To extend spring seeding into June, add II 3 TO SECUPE TIE NET, BUh TEE UPSLOPE EMO N A SLOT OR TREIICN NO LESS THAN 6 NICEES DEEP. CO%ER MTN SDI, ~ AND TAMP F1NILr AS $IDMI ABOrE SbPIE TEE NET EVERr 12 rlcxES ACROSS THE TQF EI!D AND EVEFrT 1 FT MIOlRO j TEE EDGCS AND 807TOM ¦EE% 2 STRVS OF EET ARE LADS ~~BE STS ~ Cfl1TER, EY2FY~l
~ ? SEEDING To extend spring seeding Info Ju , 15 Ibs/acre hulled Bermudagrass 15 Ibs/acre hulled Bermudagross I~ it ¦ r rw w Rwwt rrlw~ wrRr DATES 3 r1GIES AAD STAP,.EG YGGETEER f.AOx SiRC OF NETTIIG
uAe i A R: Y RN IRL p,U4r ref[ i Lrrm r Y RB+iw. RAaslMUaarLRa>ewia Gverseeding of Kobe lespedezp over fall-seeded Overseeding of Kobe kspedeza over foil-seeded raASrrrPAU~numsewttlm toll fescue is ve effective. I-SCEdtd NOT STREEC>, TIE NET mEN Ma.n+L STAPLES t -O~ MLN._ I / TO JON PNO STRPS Q!T A 'RENC>t TO ANCMM TIE [EO OF TEE NER LET OVERAP TEE E1D `vf TIE oRfv10115 ROLL ,e NpES. As SEIOEM ~BO.C. AND STAPLE EVpn a MpES usr BE1DM' tEE ulaloR star
wRSw~~~T~~~aaR~imrar tall fescue is very effective. ry r roa Isr r, rri i
wAnrr9 90N t~ R~ sRa POST SEEDING Apply lime and fertilizer per soil rests, or 4000 Apply lime olTd fertilizer per soil rests, or 1000 B ~ ~ NSPECT ALL MLADNES PERIOErh.~ ANG AfTEJt RAI6TOFN5 TO GECx rOR Rll ER'ri701A oESi.OCATION DP iAElAE- Of IOOO SPUNAT CREST + S EM4fD STONE P NEEIE EAOSlON 6 OlSFRK2. AP? ADDITDNAI YJILlE E rASEOUT OCtU6 NEDM M wAPE CEVDE, RE3EFD AE4 I, PEEf$TAiI YAr]+. COMIEMIE rfSPECYp( UNSL rEGETATgN IS FENIr ESTAF1hEED.
rRE PENpIG Ibs; acre limestone and 1000 tbs/acre 10-10-10 Ibs/acre limestone and 1000 Ibs/ocre 10-10 10 10-t0-10 ~
AMENDMENTS fertilizer ~ /s rAStEO srac nTT>i rAwAC fertilizer. RP RM FLON ~I a
E 51iV1 BE A MNMUI a Sr w wpn+ AND ~ df`" rITER FABRC FEnc ~ sHAl1 INVE A rNAlur a 6 LwE wrlES wrM ,2' sur SPACwt to ~ ~ H ~ a rte ~"rr-1 ~ari frr~m, ,l^, L'`. ~)f F')~?St(~: I ~!ic,,, ,.~~I,- ~ _ . _ ^y -
t wDOOr nrrR rAemC eE usm wHOE s?r FUICf e m FIEU1w e NOTE 1 FOA A PEAOD a MORE TiMN ~ DAYS R i~ agrouse I
Ground Cover-- Wherever land disturbing activity is undertaken on a tract comprising more than one (1 ocre, a ground ~ srm POSi9 SHALL e[ e'-o' w NDONT Atr eE a rHE sar-FASTENER ANGLE slEEl TYPE. cover sufficient to restrain erosion must t>e planted a provided within 15 working days or 90 calendar days. t (SP4rrYE I MN 2/7 STNEAM MOEN / ~
A wrE FiOClW sHN1 ff AT urar Iw GADE ReN A wAw a e urE wwa WfIH 12' Sur SPALNG. ANp10R sKwT f MrrNN i
5 TERM SAi FENCE UP SLOPE AT EMTA N LEU a BWYNG suirr, r o' 9cIRt 6• ,w,,,~ NOT ~R ruarnOwN. Graded slopes and fills-- Within 15 working dogs Or 30 calendar days, or completion of any phase o1 grading, whi< ver - whi vet SFCTIt1N B-B - - g, the
e wRE 1ESII SITYI eE rN. 17 o1GE wnN WrrAr IY oPOOrGS M FY91ED STONE MAY i IA[D I ¦NE ~ wAVm s10NE rtl ~ REOIRII® AND N0w0 DN ~ `1Of period Is shorter, slopes shall be planted or otherwise provided with ground cover, devices, or structures sufficient to restrain ent to restrain ! ++^~'~`~'A"'P H I MN. EE1DN ~oNEST j swot .ton 1~)
A AT TDE a surer owtArR TwN To rar ~oNrAL n I sLDVq oR ALONG wLmt wuRSfs erosion. ~ ~ a ~ 4ArES
B AT DENWED LYrS MIEII[ A KOUr[D UMD6R~D rVFUr e !G F1ET OR IlSS AWAY FEY~IONS ~P4AP O
6. OANL9E SAFETY FpIC4 b REaAKD AT Ma(~ SlT R)Cf I iRTER &PAIERS SWdI B[ 16PECTED Br THE FRWICWLY frNM S R.) MIDI ORApIG IS ATALAC'fJfr 1D SrY euFwLS RESPONSRIE PAR1Y M NFS AODR AIEDMTELY AETFR FA[N N0. DATE OE9Cf6PIgN OR wEnAMD6 (IEfER TD SwM BLRER Q~BN[5)~ RAwFALL Alq AT IFA61 QlY DIAtRG PROLONCID RYfALL SECTION A-A
ANr REPANS NEI:VED llrl rt 1110E IIWEDLI7ELY. Z SHOULD tHE flepr. OE~~ NO 84tRfR65A1L K~~'sror~~Tx APPROVED L1ATE N I r--!, v RfNI5ANIS =D DATE No. atF oExE>tPTION i >i
OF 7NE EXPECTED USIL[ FABRK SHALL BE REPIALm FRCAPTIY. i
' °~f15 SM°,~ ~ RDgKD AF1ER FAtN sral~r EVOR a SIT CHARLOTTE -MECKLENBURG n31CE sIaAD eE T1EY lusr eE Frrolm wNO1 Dao91n REAM L [ I ~ APPROVED DATE Y 4
I APPFrox. Iwrni WLT~RMCLa ~19wu~i ~ a~ctiTSmrnrra~w H V NT ~ C 1 f ~ L_ L' V L PLADE ~ LAND DE ELOPME S E E D I N G ~ _ a ~j
TEMPORARY SILT~TREE FENCE ro THE rxmwc ~L.«. STANDARDS 30.1 ?A I 30 t ?A OTTE -MECKLENBURG D ~ ..h><r y CHARL
- i - LAND DEVELOPMENT TEMPORARY ROCK CHECK DAM
AS 0/IEC1ID BY THE ENGINEER v~~ STEEL OR w000 POST (6, MAX.) STANDARDS 30. t ;TA~$ r5 vA'xE0 :Tr71E~ rl//' TD IiY GRID GPENBiG> ~i.L~ 7 h-i
TEMPORARY SEEDING FOR WARM AND COOL SEASON ~caE EE;N c TE BLa% a1CRE W
w Y. FITER FABKIC ~ ~
.I o~ ~ EARLY SUMMER SEASON STEEP SLOPES an
n G V w0YE111 nlrER FABRK O ~ 6• 5e MN. W ~..r, PUBLIC STREET
H F~~ SEEDING 120 Ibs acre R e ~ ram) a w
~ 40 Ibs/acre of German millet / Y l9 Q kLlx?URE 80 Ibs/acre of toll fesue 8U Ibs/acre tall fesue a o ExIS,bIG c3tOLiND r , l~
2S ~ - ' 3 ~ ANCHOR SHIRT 6' MRRNAI SOIL STABIUZATWN FABRIC l T 1 ~i•) UNDER /S WASHED STONE ^1
b ~ Ma 1 - Au ust 15 October 25 - December ~0 Y 9 12~ ppi~pp p~T i ~ VITH GRATE W ~r l
N LEU a BLanNC sKIRT, 6• a ~S wASNEp sTONE WY BE usm Between December .30 -February 15, ~y V Mx~. W W
o1fR TURNDOWN SEEDING Referiilize if growth is Hat fully adequate, nLm+ FAewc FENCE swu aE A ~ of N wD>N AND add 50 Ibs/ocre of annual Kobe lespedezo espedezD ~ ~"N h'~'~
n rs~IRU NOTES, S,auL HAVE A YFRILIAI OF 6 l)IE wELFS wml 12' sur SPACNK.. DATES - - F~ ,nl r--- REVTSEONS IEAVr
WOVEN F1LT19t FABRIC i USED METE SLT FDIC£ b ro RflMN Apply 4000 Ibs/ocre straw or equivalent Apply 4000 Ibs/ocre straw or equivalent Fpt A PERIOD a MORE 1NAN ]0 DAYS. hydroseedinq u NO DATE DESCRIPTgN SPEC>FN AFaUCAi1CN TxiS AETHOD Of INLET PROIECTICII IS APPIICAdE YrIFJEE ~ ROMS ARE EJECTED AID MERE OVERFL0IM CAPACITI' 4 ~ - r T E%CE59vE PONDrIG AROl1NO 7NE STRl1CTURE w O
1 STEEL POSrs SWLLL BE 5'-D' N FElCrrt AND BE a TFIE hydroseeding _ sELf-FASTENER ANGLE AFFL TYPE ~ ~ NEr£SSAR TO PREAEN ~i . ~ DATE ~ w or 2000 ~I ~ APPROVED N
~ rooD vans ywu ec s To T F[E1 N Nparr ulD 1 ro ~ I lime and fertilizer r soil rests, or 2000 NINES N DvIL1EIER. wRIE rA9eC SHALL BE FA5tD1ED m s~ ~ wo00 PosT SEEDING Apply lime and fertilizer per soil rests, or 2000 App y De 3 10-10-10 I rT W O
woopDL Post wml NOT LESS tliMl p wIa srAPLDS T-I/z' LONG. ~ Ibs/acre limestone and 750 Ibs/ocre 10-10-10 Ibs/acre limestone and 750 IDs/acre 10-10-10 s WASHED wart sLVU ~ ~eD ~ sNrrr rFE11 ~ FocE I AMENDMENTS fertilizer. _ -r- CHARLOTTE -MECKLENBURG BLOCK AND GRAVEL W e~'
` IS uSED Ap1ACENi ro A CNA?Ip, CREDO OR voND FABRIC fertilizer. _ _ 6 TURN SILT FENCE UP SLOPE AT ENDS ~ LAND DEVELOPMENT j c ) INLET SEDIMENT FILTER E'~
7 WHEN FABRIC' S USED WI1H wRE MESH B' CENTERED POSTS WY BE USE ~ ~ Opp r>~s S i ~TCNE 30.07 R sow ELT S,uLL ~ Loa>FD T STANDARD _ ~
b 4 fi ~ ] 1. FETER BMKIERS SFIA11 BE MSPECTED B+ SITE FNANCIMlY Py 1 A S1AEtJIED ENTRANCE PAD OF /5 WASHED STOLE OR A4 T iRAiFIC Nll p1TEA OR IEAVf 11# CONSTTN1CilON SIZE ON10 A PEEEJC STREE ~ G j jyA
= RESP01461E PAR1Y OR N6 AGENT R11EDN1ELY AE1FA f1+CH p~ gAlI1FALL AND At LEAST DAILY OUTING PROLONGED RAI6NL. 2 iliE7E FABRIC OR OO1iACTED pR)9ER RtA+ STONE MAY BE USED AS A BASE FOR TIE LONS1RUCnON ENTRANCE ~~~~~~l~r(~!I{r YARETANED N A COEDITIaI RIECII MLL PREVpIT 1RACgNG OR FIOMNG OF SEDIMENT Q EF~ rrr•
AHV REPApS NEEDED SNKL BE MADE PdEDNIELY _ 2 Sr1aU.p THE FABNG OECOI~DSE OR BECOLE wEt'fECfIVE PRIOR TO THE E11D ~ IIEV610NS 3 TFE ENTRAlKE SIIAII ~ T Y PERIODIC TOP DRESSING MTN ADDITIGNAL r' ON10 PUEEIC S11EET5 OR E>aSMD PAVEMEN TENS W REOlJ1E ~ r STONE A$ CpI01TgI1S MIRRANT AND REPAF OR CLEA110UT a AMY MEA9INES USED TO 1RAP SEDYENT Za ~ • O
a TVE F?PECTED UB+BIE LIfE AND THE BARKER STi1 5 NECESSARY, TNF ANCHOR SKIRT 6" MwWUM N0. DATE OESCRP110N r 4 ANY $mRQ1T SIRLED, DROPPED, UASNED, OR TRAG((ED ONiD PLlM1C STREETS M115T BE REMOVEC IMEAEpATF1T • i i , Zit '
S FABRIC SWW. ~ REPIACEO PROMPRY L. N0. WTE DESCRN'TION SEDR,IENi OEPOSIT5 SHOULD BE REMOiED AFTER EACH STORM EVENT OR SILT . c-~ PENCE SNOIRD BE REPLACED. TIEI IA1ST BE gFAlO1fD'rMEN DEPOSnS ifEALlI APPROVED DATE 5 N1EP1 AppROPIEMIE, MEEE4 IE1ST BE CLEANED TO RE]EOVE gp1EDIT PRIOR TO ENIERMG A PUBLIC STREET. MEN r ~ r~ JED DATE WASHING IS IEaR1ED, IT SHALL BE DOES IN AN AREA STAflUffD MTN CAUSEIED STONE M1CN GRANS NTO AN
H APPROk. !11(f 1HE HEIGHT Of THE BARKER. Altt' SEDNENr DEPOSITS RElWMIG w - REVTSDMS APPROVED SCA6ET SASH SEE STD. NO JO.t16 r ~ I V N0. DATE 0[SCRWTIOEI 8 SOI STABIIIATIOM FABRC (AS SREgftED BY THE DE9GMER) gUt1 BE USED. iI~ ~I { ,
a 1 ~ PLACE APTER iFE SILT FENCE 6 REMDIA:D SIfU1 BE DRESSED N CONFORM , _ _..v_ _ _ ~mmn vnnvr c+1roTtD!` ~ I- r- n I n I r C1 ~ I I ~ F~1 ~ C
rv TO THE EXISTING GFAOE, twt~w My xw u APPROVED DAIt (,nA!(LV11G _ MGI,Al,G1~DVI~u 1 6 ¦IISIRU D~Ui ]~[t 7 000T WAY REQUIE A STANDARD CDMIERCUI DRfAWAY (STD. 10.14 ! 10 ri) TO
h - LAND DEVELOPMENT ACCESS W CDN5MUCT4N STE 6 THE DRIWWAY tS ON A TNDRDII(}iARE A. O.1 JB APPROVE[, DATE
STANDARDS ( SEASONAL) 0.1 7B CHARLOTTE MECKLENB uRG i
LAND DEVELOPMENT TEMPORARY SILT FENCE _ 30.06 STANDARDS • URG , CHARLOTTE HECKLENB
J1 L7 LAND DEVELOPMENT STABILIZED CONSTRUCTION ENTRANCE o4- STANDARDS 30 l --A
Y T'
1.

~ w ~
j:
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a
RISER #18 CREST 396.5
INV OUT 688.3 ' a Details Pond ~ Pr~ipe~l Spiway Deta~s Pond i3 ~ o Y
INV IN 692.0 (2 72' GRATED TOP ~ n
GF TOP "l"'~ W A PIPE =CMP _ LL
MAT RIAL RKMANSHIP SPECIFCATIONS U b 01 TRASH RACK SEE E /WO _ O q m ~
- 00 - - EL=698.5 ~ EL=691.0 ALL PIPE CMP tltl 5 SEE MATERIAL/WORKMANSHIP SPECIFICATIONS ~ r~ ~ A
N01t ~ N b
t.5' - I FAliftICATE RISER, ORIFCE (LOW LEVEL), BOTTOM ~ ~ AIN PIPE AND FIRST SECTION OF OUTLET el ~
~ NOTE. ~ ~ - Plnl AS ONE PIECE. ~ FABRICATE RISER, ORIFICE (LOW LEVEL), BOTTOM ~ V 0
EL¦692,0 6920 EL=690.00 GRAIN PIPE AND FIRST SECTION OF OUTLET r•-r a0 0 Tp' 15' PIPE AS ONE PIECE. Gj++ ~ ~b
q U
2' DIA 3 4" DN. W A / - 15' 10' N q ~
fES#19 0 0 ~ WELD OR BOLT ALL q x ~ ~
- - WELD OR BOLT ALL SUPPORT GUIDES TO 36" DIA. 0 SUPPORT GUIDES TO TO RISER ~ ~ R1 ~ L` „
RISER ~ ~ a~aa ~
PO 1 EL 692 0 "~o ~.°'.a~~
WATERFALL #1 TOP EL 689.0 EXE'ANS10N JOINT DETAIIS ELn8883 EL=688.0 di a W ~ W a EL=888.0
F 69 NOT TO SCALE a e
0 36"AL CMP 1.' , POND #2 EL 689.0 1.' •
- ®0.50 % ~ 3.25' EL=688.3
8" CONC. " - - - SLAB 0 -g 6" CONC. a 4' ' a y
POD #4 EL 687.0 ~ APPROACH 1. ' 4. a d
SLAB ~ Q _8 3 - j4 REBAR 0 CONCF 6' O.C. 2.5 ~3 REBAR 6' O.C. CONCRETE FOOTING 4. ~3 REBAR ,
_ 60 DEC. SPACING r~ ~ ~ BEND AND WELD TO 4.82'X4.82' 3 REBAR 12' O.C. Single Piece Bar a
/ OUTSIDE OF RISER PIPE / 0 _6. fPE ANTI-SEEP COLLARS 3 - +4 REBAR 0 CONCRETE FOOTING
60 DEG. SPACING 2.5' x 2.~ - ANTI-SEEP COLLARS
' " ~ _ 6" BEND AND WELD TO ~ 1o BcaN OUTSIDE OF RISER PIPE ~ b 80111
8 CONC. j' , SLAB N
- I me enc S 'llwo Located ri ht bft Side of Dam Looking Downstream ANTI-SEEP COLLARS Emergency Spillway Located (right) (left) Side of Dam Looking Downstemam ~ SEEP COLLARS r9 Y p Y (9 ) ( )
_ ANiI-SEEP COLLARS _ _ 4+00 3+50 3+00 2+50 2+00 1+50 1+00 0+50 0+00 T Type: CMP 0 -8 72' 0 Dom Dam T Typo; CHIP Dam Dam [7 I Nc ~ CMP
T No. required: 2 fit c' 24 ~ No. required: 2 /0°0° Q~ Max. Sto a 50 r. 0_ Y ~ o rod: 2 ttat+° -Max. S _ e 50 yr. 6ntr ~ 10' Ou - - - 9- - Y 2.4' - 0a H c0 -
RU POD 1 AND 2 ~ PROFILE E~ ~ 15~ - - - 2.4' ~ bef } Z ~ Z Control ~~ri 0.62' ~ Control 0.28' as a c ~ rv
SCALE 1 40' H, 1 "=4' V 2 --72- et --24'-- ~ W _ ~ p Leo pitudinal Section ~ I 20, I Longitudinal Section 20~ --•1 3 U J t,1 ~ \
- _ - - - 0'-8" t ~ Cross Section top wwn, Cross Section ~ 2 U ¢ W ~
1 -6 Constructed Constructed Top of Dam X10 Constructed Top of Dam ____8. _ q U y A ~ ~ Add ~ X for Settlement Add X for Settlement _
8" CONC. 0~_B. ~ ~ ~ Expected Higl Ex ted Hi hwater - I v Settled Top of Dam -Elev. 700.4 Expected Highwoter - Elev.891.78 Settled Top of Dam -Elev. 892.40 P~ 9 E e .898.82 -
SLAB 2" Pipe Oameter 38• Riser Pipe Dian Crest of Emergency Spillwoy -Elev. 698.00 3Lpipe Diameter 12' Riser Pipe Diameter Cress of Emergency Spillway -Elev. 891.50 f8~ Riser Pipe Diameter /
RISER #20 Pipe Invert Elev.896.5 CREST 391.0 EIev.892.0 Crest of R'roe~ 1 1 Normal Water Level -Elev. 892.0 Pipe Invert EIev.891.0 / 1 1 Nortnol Water Level -Elev. 890.0 Elev.896.5 / SLOPE EIev.890.0 - ~ stOPE Crest of R'roer 2 5 C/L SLOPE - Crest of Riser 2 5 C/L 2 5
INV OUT 688.3 ~ 2 EIev.888.0 FES Invert / Ebv.888.0 FES Invert
3 INV IN 690.0 (3 4") 38' 38' 20' 20'
0,-8. ti 694 p;~ - 1'-6" TYPe ? Cut Off Pipe Diameter 8' Cut Off Pipe D'wmeter 38' - V 1 Core Seal Type of Pipe CMP Coro $eo1 EIev.888.0 Stream
Type of Pipe CIS EIev.888.0 Stream Concrote Footing _ Exact Depth to Channel Bottom Elev. 88.3 Pipe Invert Exact Depth to Channel Bottom ~
8" CONC. Concrete Footing SLAB 0'-8" Else. ~ Pipe Inv. bv. ~ Pipe Invert 10' Be Determined (Instoll rip-rap per Be Determined (Inatgll rip-rap per
- - _ - _ 12" CONC. WATERFALL #1 ~ DEPARTURE En sneer Dur- radin Ian By Engineer Dur- groding pbn) ~j ~ 9 9 9 P ) i Construction mg Construction ~ b 8o1b ^9 Nos b 8x11
„ A Instoll riser boml assembly I POND 3 SL B 6 DIP ~ I upon completion of groding assembly Install riser barrel assembly din YECKlEN8l1RG Coun North Carolino upon completion of grading YECRIENBINtG County, North Corolina
~ T and final site stabil'aotion _ _ 690 ~'_p" BEFOP • 9 n final site stob+6zation ~ UNDERGROUND U11LR1ES ~laatwn CHECK FOR UNDER(~tOIkID tlTNlTIES o d BEFORE BEGB+INING CONSTRl1CT10N 81~E Cf~(D~t1YE PAp([UNI BEFORE BEgNNMIG CONSTRUCTION 81E$E Cam( P~ p,~ ^
POND 2 EL 6 9.0 4 r'I
I
- ~ ~--fi- --f----- - I
POND ;~4 EL 687.0 ~ I I ! 8" CONC. 6" CONC. 0'-6" 0
SLAB SLAB - - - - _ _ - - - - - ~ 1 686 E1e) ca+c £L£v e19.e7 ~ Pvc SPILLWAY DETAIL
% INV 688.0 / ~ CONTWUOUS PVC WATER sraP W"'~ sraP POND #1 ~
Q'_8' FACE OF DAY £ OF DAY 7pP OF DAM EL 700.4 i NOT TO SCALE
_ T' All V • - - - - _ - _ - I 111 V SPILWAY ELEV 698.0 ~ SPILLWAY ELfV 698.0
5 ~i I~' ~ CAgO Q'i ~ ~n~~yw.
~'-6" SPILLWAY 510E WALL ~ , r- I I ~ ~ r SPILLWAY SIDE WAIT 4 ~E~ I I ~Iql I I , , y. E"~ SET AT 3. t SLOPE SE T 3 ROPE !Q i7 rn
- cal~ACTED wec;RADE .Q ~ i V1 ACTED SUBORADE „OIpACTED SLIBfitADE , ~ ~
10 93x STD PROCTOR 95X STD PROCTOR TO 9SX STD PROCTOR ~ ~ A 1 i H 11STALL REBAR 1' OC 6' CONCRETE SPILLWAY MSTALL /3 RF9AR t' OC 6' CON(ytE _ SPg..w = ~1 ,
~ y ~ • O 7 ti~
1+00 0+50 0+00 3+00 2+50 2+00 1+50 sPnl,~eY sECr?ox 9 ~ SPQ,LIIAY SSC'fION
1 AND 2 PACE OP DAl[ TOP OF DA~1 O
U POND PROFILE THR F--i
" SCALE 1"= 40' H, 1 =4' V
ROCK DAM DETAIL I SHEAR GATE STEP YAY p~'Y,,['~~ gay Pond
SECTIDN A-A I BE PLACED INSIDE TRASH 72• RACK
GRATEC TOP
~ ~
I EMBANKMENT I ''S' ALL PIPE -ALUMINUM CMP
TOP ELEVATIN DF ST(TRMWATER TOP WIDTH - 5 FEET MINIMUM I I SIDE SLOPES -MAXIMUM: 2:1 UPSTREAM SLOPE I I Tff Df ABUTMENT 6, 3:t DOWNSTREAM SLOPE I i I j EL=688.50 l SEE YATERML/WORKYANSHtP SPEC~ICATK7115
ELEV 663A I I 1 ~ TRASH RACK x i 8• DU.
~0 N T AN T A T 2 FT ABOVE THE I I ~ SPILLWAY ~ ROCK ABUTMENTS SHOULD EX1E D 0 ELEVATION A LE S I
ELEV 68L0 ~ SPILLWAY. ABUTMENTS SHOULD BE 2 FEET THIOK WITH 2:1 SIDE SLOPES. THE ROCK I D MIN, - ABUTMENTS SHOULD EXTEND DOWN THE DOWNSTREAM FACE OF THE DAY TO THE TOE, AT (MAX.) 2 LEAST 1 FT HIGHER THAN THE REST OF THE DAM TO PROTECT THE EARTH ABUTMENTS I ~ CONCRETE ~ l ~ FABRICATE RfSER, ORIFICE (LOW LEVEL). BOTTOM TOP SPILLWAY EL=687. ~ / DRAIN PIPE ANO FIRST SECTION OF OUTLET
1 3 (MAx.) FROM SCOUR. I I ~ SPILLWAY 698D PIPf As ONE PECf.
T T ~ 1 I NCDO e5 OR PR I SEDIMENT STDRAGE 15 VASHED Si OUTLET OTEC110N CONCRETE FOOTING I 29' 32' 32'
A ROCK APRON AT LEAST 1.5 FT THICK SHWLD EXTEND DOWNSTREAM FROM THE TOE OF (
u THE DAM, ON ZERO GRADE A SUFFICIENT DISTANCE TO PREVENT CHANNEL EROSION, OR I ~ A DISTANCE EQUAL TO THF~ HEIGHT OF THE DAM, WHICHEVER IS GREATER. I WELD OR BOLT ALL I o SUPPORT GUIDES TO
ROCK FlLL I ROCI( SHOULD BE WELL GRADED, HARD, EROSION RESISTANT STONE WITH A MINNdUM d I 'I .i RISER r l
E'~~ SIZE OF 9 INCHES. I I EL 679.0+- EARTH I l v
PROTECTION FROM 'PIPING' I a I ~ 24' DIA i APPROACH APRON ~ EL=875.50
TO PREVENT Sql MOVEMENT ANO PIPING UNDER THE DAM, THE ENTIRE FOIMIDAT10N DEPARTURE APRON ( INCLUDING BOTH EARTH ABUTMENTS MUST ~ COVERED BY FILTER FABRIC. OVERLAP t FT SET AT OX SLOPE SET AT 2.5:1 SLOPE 8' ~
SECTION B-B AT ALL JOINTS, UPSTREAM STRIP OVER DOWNSTREAM STRIP. SPILLVAY ABUTMENT SHEAR GATE 8•
BASIN DEWAIERING THE ENTNtE UPSTREAM FACE OF THE ROCK STRUCTURE SHWID BE COVERED KITH FlNE WAY SIDE WALL SPILL
GRAVEL (NCDOT X37 OR /5 WASHED STONE) A MktlMUM OF 1 FT THICK TO REDUCE THE SET At 3:t SLOPE EL=676.00 M a W7
z TDP ELEVATION DF STORMWATER DRAINAGE RATE. a r ~
~ TOP ff ABUTMENT 6' CONSTRUC110N SPECIFlCAIIONS ~ ELEV 683.0 SPILLVAY ABUTMENT 3.25'' ~3 REBAR 6' O.C. ( • W
~ 1. CLEAR THE AREAS UNDER THE EMBANKMENT AND STRIP OF ROOTS AND OTHEII ' ' d ~3 RE84R 12' O.C. Sin le P'bce Bar
v SPILLWAY ~ ~ JECTIONABLE MATERIAL. DELAY CLEARING THE RESERVOIR AREA UNTIL THE DAM IS W ELEV 6H1.D 5~ D MIN. ~TptM a 9 a z
u (MAX,) 2 3 (MAX) ~Py, ~ 2. COVER THE FOUNDATION AREA INCLUDING THE ABUTMENTS NITH EXTRARSTRENTGH cn 1 SS FlL1ER FABRIC BEFORE BACKFlLUNG WITH ROCK.If A CUTOFF TRENCH S EQUIRED, 3 - j4 REBAfi 0 CONCRETE FOOTING 1. a H
T • 1 `F EXCAVATE AT CENTER UNE OF DAM, EXTENDING ALL THE WAY UP 1HE EARTH NCDII s57 Qt 60 DEC. SPACING 4. 'X4.82' I- P 82 ANT SEE COLLARS F..~ BEND AND WELD TO Nd b 80111 W
SEDIMENT STCXtAGE eS VASHED STONE ABUTMENTS. APPLY FLTER FABRIC UNDER THE ROCKFlIl EMBANKMENT, FROM THE UPSTREAM EDGE OF THE DAY TO THE DOWNSTREAM EDGE OF 1NE APRON. OVERLAP FILL OUTSIDE OF RISER PIPE O x 24' 16' S' 1'1~
~ MATERIAL A MINIMUM OF 1 FOpT AT ALL JOINTS, WI1H THE UPSTREAM STRIP LAID OVER 10' _ , ~ 2~' CNP THE DOWNSTREAM STRIP. Emer enc Spllw Located (right) (left) Sde of Dom Looking Dowratregm W ~i•~
c 3. CONSTRUCT THE EMBANKMENT 'MTH WELL-GRADED ROCK AND GRAVEL TO THE SITE ANTI-SEEP COLLARS g .~}'I T N.G. ~ Dom W ~~`~1 Type. ~ ~ - - -Max. Stoge - - T 't
AND DIMENSIONS SHOWN ON THE DRANkICS. IT IS Ii,PORTANT 1HAT ROCI( ABUTMENTS BE I AT (EAST 2 FEET HICFIER THAN THE SPILLWAY CREST AND AT LEAST 1 FOOT HIGHER 74• Q 3 6.1 cc f0•T V No. required. t{0f• 0.25 .1 ^
u~ EL 679,0+- EARTH INV EL. 678,0+- EARTH THAN THE DAM, ALL THE WAY TO THE DOWNSTREAM TOE, TO PREVENT SCOUR AND INV EL 676.0 HARDWARE CLOT EROSION AT TFIE ABUTMENTS. t n i 44' -1 Outief I ,1 Control ~ V
I- 2s' -I TOP aF DAM EL 700.1 ~ ~ ~ Crass SestiOn ` '
SEDBaENT-LADEN WATER FROM THE CONSTRUCTION SITE SHOULD 8E DIVERTED WTO THE BA51N RESERVOIR AT THE iURTFIEST AREA FROM THE DAM. ~T APPROACH APRON SET AT 2.5:1 SLOPE f tpp d IYr Pr~pcb~ h1c ~ tc0 MOM
U SECTION C-C 5. CONSTRUCT THE ROCK DAM BEFORE THE BASIN AREA IS CLEARED TO MM~UAeZE ~T 72' Cor. Ibtal Constructed Top Of DaR {--15j! l~ CONT0NIWS PVC rosh uard rim el. 690.0 Add S_ X ra Seroe^e^t t~
SEDIMENT YIELD FROM CONSTRUCTION ff THE BASIN. STABgJZE IMMEDIATELY ALL AREAS D15TUItBEO DURING THE CONSTRUCTION OF THE OAM EXCEPT THE SEDIMENT POOL. wATER STOP ~ ~ - - i 9 5ettbd Too of Dom -Elev. 890.20
(1) -i 6. SAFETY-SEpMENi BASINS SHOULD BE CON9DERE0 DANGEROUS BECAUSE THEY SPILLWAY SDE wAr v Ezpecled rtpr,water Ein 689.10 W ~ ~.rr (TYP) / SP,t.L ELE 698.0 8' Pipe Diameter 38'aiser Pips Oiomew gyros! of Emapency Spillway -Elev. Q8d8S ~j
SP[LLWAV ABUTMENT ti ATTRACT CFNLDREN. STEEP S1Df SLOPES SHOULD BE AVOIDED. FENCES WITH WARNNG I SET AT J:1 Sl SIGNS MAY BE NE DED IF TRESPASSING IS LIKELY. All STATE AND LOCAL REQUIREMENTS E wAY wALL i F a~ Irtrert I • , , ~ ~ F--1 SPILL SDE ~ + ~ 0 D1 Ekv,688.50 / gppE ~ ^ water Lave1 - Ebv. SET AT J:1 SLOPE / Q2 0 END ANC ELF 696 Ekv.887.00 r Riser t AGPt ~ F~'}}~~1
v z ~ti? MUST BE FOLLOWED. 0 G eet o+ h+~ 3.0 2.5 Ekv.875.50 FES Invert t ~ /
n Q 'VlN MAINTENANCE ~ ~ POND r E1Fv 692c / INSTALi {3 REBAR t' OC j Slid! HlodgatE ar ~
CI#d( SEDIMENT BASNS AFTER EACH RAINfALL REIA()VE SEDIMENT AND RESTORE _ ORIGMIAI VOLUME WHEN SEDIMENT ACCUMULATES TO ABOUT ONE-HALF 1HE DESIGN ~ FVC ~ ~ I - WATER STOP PVC ~ Q ~ Other SliRabk \ ~ ~ / . : Corstrd Device
MIN. 2' MIN. 2' I-._ V'OLUME• - / i Cut' OM I ^ ~ i ~ ~ ~ Pipe ~~aTeter _ y4'
u - ~ - CHECK THE STRUCTURE FOR EROSKN4, PIPING, AND ROCK DISPLACEMENT AFTER EAGI P01O µ ELEV 6E7.0 ~ ~ ~ SPILLWAY - ~ SICPdFlCANT RA9ISTORM AND REPADt IIMIEDIATELY. - - - 1 - ` ~ T of Pl Core Sea i Ekv. I ~ Elev. 876.00 P' ktvert ~ 8~~w0e' ? Exact Depin to Ctwrvbl Bottom
v - I - R ANY UNST T IMM A Y AFTER THE ~ 6" CONCRETE SPCLw,rr j Concrete roat;ng `1Q'--' Be Oeterrrus,eC (ke10o1 np-rap ptr
- . ~ ~ ~ ~ - ~ ~ ~ ~ ~ EMOVE THE STRUCTURE AND ABLE SEOIMEN EDI TEL 0 ' Rv frorerr 3cw- aru6r,e olsnl
CONSTRUCTION SITE HAS BEEN PERMANENTLY STABILIZED. SMOOTH THE BASIN Slit 10 BLEND WITH THE SURROUND" AREA AND STABILIZE. ALL WATER AND SEDIMENT SHOO! D
- - - - - - - BE REMOVED FROM THE BASIN PRIOR TO DAM REMOVAL SEDNKNT SHOULD BE PLACED IN Instop rifer bond osfembry l MECXLEMELM upon cornpietian of grod4N County. !forth Camino APRON AT oz SLOPE /..1
a DESIGNATED DISPOSAL AREAS AND NOT ALLOWED TO FLOW INTO STREAMS OR DEPARTURE APRON - - - = DRAINAGEWAYS DURING STRUCTURE REMOVAL SET AT 0% SLOPE RTIxtE OPE and final Me rtot zotar CN-CX FOR l 0Utf0 UM ES I BEFORE eEaarsic ca raucra?+ atEME CFEW 9SCUME PM DAY ~
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