HomeMy WebLinkAbout33-24 Site PlanSITE
U:\Accounts\HWCNX\HWCNX20005 - Costello Dr Self Storage-TMP 64-((10)-3\DESIGN\_SHEETS\SDP\CS0000.dwg PLOTTED: 10/22/2024 1:44 PM, BY: Joseph Miller PLOTSTYLE: Pennoni NCS.stb PROJECT STATUS: SITE DEVELOPMENT PLANCS0000 BYNO.DATEREVISIONSHWCNX20005
AS SHOWN
TEAM
10-27-2021
JKM
SHEET
APPROVED BY
OF1 46
DRAWN BY
DRAWING SCALE
DATE
PROJECT
ALL DOCUMENTS PREPARED BY PENNONI ASSOCIATES
ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE
PROJECT. THEY ARE NOT INTENDED OR REPRESENTED
TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON
THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER
PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION
OR ADAPTATION BY PENNONI ASSOCIATES FOR THE
SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS
SOLE RISK AND WITHOUT LIABILITY OR LEGAL
EXPOSURE TO PENNONI ASSOCIATES; AND OWNER
SHALL INDEMNIFY AND HOLD HARMLESS PENNONI
ASSOCIATES FROM ALL CLAIMS, DAMAGES, LOSSES AND
EXPENSES ARISING OUT OF OR RESULTING THEREFROM.ALL DIMENSIONS MUST BE VERIFIED BY CONTRACTORAND OWNER MUST BE NOTIFIED OF ANYDISCREPANCIES BEFORE PROCEEDING WITH WORKPENNONI ASSOCIATES INC.117 East Piccadilly StreetWinchester, VA 22601T 540.667.2139F 540.665.0493LOCATION MAP
Scale: 1" = 2000'NORTHCALL 1-800-552-7001
CALL BEFORE YOU DIG
ALWAYS CALL 811 BEFORE YOU DIG IN VIRGINIA
SECTION 56-265.17 REQUIRES THREE WORKING DAYS
NOTICE TO UTILITIES BEFORE YOU EXCAVATE, DRILL OR
BLAST VIRGINIA UTILITY PROTECTION SERVICE, INC.
TICKET NUMBER(S):
PREPARED BY:
PENNONI ASSOCIATES INC.
117 East Piccadilly Street
Winchester, VA 22601
T 540.667.2139
F 540.665.0493 09-20-2024 1 SITE PLAN REVISION - REVISED POND GRADING 10-21-20242 SIGNATURE SUBMISSION H&W CONSTRUCTION, INC.1025 MARTINSBURG PIKE | WINCHESTER, VA 22603COVER SHEETCOSTELLO DRIVE SELF STORAGESELF STORAGE FACILITY0 COSTELLO DRIVE | WINCHESTER, VA 22604SHAWNEE MAGISTERIAL DISTRICTPREPARED FOR:
OWNER/DEVELOPER
H&W CONSTRUCTION, INC.
1025 MARTINSBURG PIKE
WINCHESTER, VA 22603
(540) 667-3752
COSTELLO DRIVE SELF STORAGE
SELF STORAGE FACILITY
SITE DEVELOPMENT PLAN
SITE PLAN #: 01-22
SITE PLAN REVISION #: 33-24
SHAWNEE MAGISTERIAL DISTRICT - FREDERICK COUNTY, VIRGINIA
ORIGINAL SUBMISSION DATE: 12-13-2021
REVISED SUBMISSION DATE: 07-05-2022
REVISION SUBMISSION DATE: 09-20-2024
RESPONSIBLE LAND DISTURBER
THE RESPONSIBLE LAND DISTURBER IS THAT PARTY RESPONSIBLE FOR CARRYING
OUT THE LAND DISTURBING ACTIVITY AS SET FORTH IN THE PLANS.
NAME:_____________________________________________________
CERTIFICATION #:___________________________________________
DATE: _____________________________________________________
APPROVED BY FREDERICK COUNTY ZONING ADMINISTRATOR
"SITE PLAN VALID FOR FIVE YEARS FROM APPROVAL DATE"
________________________________________________________________________________
APPROVED BY DATE
LOCAL UTILITIES
RAPPAHANNOCK ELECTRIC CO-OP
137 KELLEY COURT
FRONT ROYAL, VIRGINIA 22630
(540) 662-2037
VERIZON
404 HILLANDALE LANE
WINCHESTER, VIRGINIA 22602
(540) 665-3156
COMCAST COMMUNICATIONS
195 RAINVILLE ROAD
WINCHESTER, VIRGINIA 22602
(540) 504-0942
WASHINGTON GAS
350 HILLANDALE LN.
WINCHESTER, VIRGINIA 22602
(540) 868-7913
FREDERICK WATER
315 TASKER ROAD
STEPHENS CITY, VIRGINIA 22655
(540) 868-1061
SITE DEVELOPMENT NOTES
1.THE EXISTING CONDITIONS, FEATURES, PROPERTY INFORMATION AND TOPOGRAPHY ARE AS
ORIGINALLY PREPARED BY GREENWAY ENGINEERING, THEN SUPPLEMENTED WITH ADDITIONAL
FIELD WORK BY MARSH & LEGGE LAND SURVEYORS, PLC. DATED.
2.THIS SURVEY AND PLAN ARE REFERENCED TO NAD83 VA NORTH ZONE COORDINATE SYSTEM AND
NAVD88 DATUM, UNITS = US SURVEY FT.
3.SUBSEQUENT TO REVIEW OF FEMA FLOOD INSURANCE RATE MAP NO. 51069C0219E, EFFECTIVE
1/29/2021, THE LIMITS OF CONSTRUCTION ARE LOCATED IN ZONE X, AN AREA OF MINIMAL FLOOD
HAZARD.
SHEET INDEX
Sheet
Number Sheet Title
1 COVER SHEET
2 GENERAL NOTES AND LEGENDS
3 EXISTING CONDITIONS
4 EROSION AND SEDIMENT CONTROL NARRATIVE
5 EROSION AND SEDIMENT CONTROL PHASE I
6 EROSION AND SEDIMENT CONTROL PHASE II
7 SEDIMENT BASIN 1 PLAN & COMPUTATIONS
8 EROSION AND SEDIMENT CONTROL DETAILS
9 EROSION AND SEDIMENT CONTROL DETAILS AND COMPUTATIONS
10 EROSION AND SEDIMENT CONTROL DETAILS AND COMPUTATIONS
11 ROAD PROFILES
12 SIGHT DISTANCE
13 SIGHT DISTANCE
14 TYPICAL SECTIONS
14A MOT PLAN
15 OVERALL PLAN
16 PHASING PLAN
17 SITE PLAN
18 GRADING PLAN
19 SITE DETAILS
20 UTILTY PLAN
21 SANITARY SEWER PROFILES
22 WATERLINE PROFILES
23 FREDERICK WATER DETAILS
24 FREDERICK WATER DETAILS
25 PREDEVELOPMENT DRAINAGE MAP
26 POST-DEVELOPMENT DRAINAGE MAP
27 REGULATORY COMPLIANCE SUMMARY - WATER QUANTITY
28 REGULATORY COMPLIANCE SUMMARY - WATER QUALITY
29 WET POND PLAN & WET POND SECTION A-A
30 WET POND DETAILS & NARRATIVES
31 BIO-RETENTION FACILITY A PLAN & COMPUTATIONS
32 BIO-RETENTION FACILITY B PLAN & COMPUTATIONS
33 BIO-RETENTION BASIN DETAILS & NARRATIVES
34 STORM SEWER PROFILES
35 STORM SEWER PROFILES
36 STORM SEWER COMPUTATIONS
37 STORM SEWER DETAILS
38 STORM SEWER DETAILS
39 LANDSCAPE PLAN
40 LANDSCAPE NOTES AND DETAILS
41 LIFE SAFETY PLAN
42 LIGHTING PLAN
43 LIGHTING DETAILS
44 LIGHTING DETAILS
45 LIGHTING DETAILS
46 LIGHTING DETAILS
PREVIOUS APPROVALS
LAND DISTURBANCE & VSMP PLAN 08/27/2021
Site Plan Revision Narrative
This site plan revision is to adjust the grading for the Level 1 Stormwater Management (SWM) wet
pond to accommodate encroachments resulting from the proposed left turn lane on Prince
Frederick Drive (Route 781). The previously approved pond volumes have been preserved, and
updated pond calculations have been provided. No changes to the pond riser and outfall pipe are
required as part of this revision. The revisions include:
·Modifications to the grading of the Level 1 SWM wet pond. The revised grading is limited
to the north and east portion of the pond embankment with a revised area of less than
40,000 sf. No changes to the approved entrances on Costello Dr (Va. Route 1367) result
from the grading changes.
·Updated pond design computations to reflect the grading changes.
·Adjustments to the Erosion and Sediment (E&S) drainage basin to align with the new
pond grading.
·Updated pond landscaping to correspond with the grading modifications.
9-20-2024
9-20-202410-21-2024
6806907007
0
0 700710
720 678682684686688692692
692 694694
694 696696
696 698698
6
98
7
0
2 7027027
0
4
704
7
0
4
706708712
714
716
718
722
724
726
690700710720 6846866
8
8692694696698702704706708712714716718 6806907007
1
0 682684686688692694694696698702704706708680
676
678
682684686
688
6
8
0
69
0
678
682
684686688
690700
710
686
688
69
2
6
9
4
696698702
704
706
708
712714
716
(699.9)
(699.5)
(698.7)
(699.2)
(698.9)
(697.9)(695.3)
(695.6)
(699.8)
(700.0)
X698.82
X698.93
X 698.43
X698.41
X698.62
X698.79
X698.91
X699.51
X700.22
X700.07
X699.67
X701.37
X701.33
X700.89
X704.50
X702.67
X702.27
X702.57 X703.59
X703.70
X703.22 X703.74
X704.17
X703.99
X704.30
X703.98
X704.10
X703.44
X703.92
X703.75 X702.95
X703.13
X702.72 X701.54
X701.90
X701.79
X709.5
X700.4
X 711.3X700.2
X704.30
X704.10
X685.08X686.07X687.19X687.92X686.93X686.25X685.72X685.03X684.07X684.07X683.08X682.78X682.28X681.72X681.87X681.41X681.24X681.74X679.86X679.37X679.17X679.88X678.51X678.02X677.97X677.95X677.62X677.62X677.0
7
X676.
7
1
X676.
5
5
X677.
0
1
X678.
2
6
X
676.
9
5
X
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8
4
X
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3
4
X
677.
3
8
X678.
8
5
X678.
8
4
X
677.
0
6
X
677.
1
7
X695.9X717.4
X 717.0
X716.9
X 717.3
X716.2
X716.5
X 718.9
X 725.3X725.6
X 725.2
X724.6
X726.3X726.2X726.2 X725.9
X725.7X725.6
X
725.9 X 725.2 X 723.0
X721.1
X 719.8 X717.5 X 715.2
X712.7
X 711.2 X 709.5 X 705.7 X 701.7 X696.3
X691.0
X689.3
X 688.9
X690.7
ZONE RA
ZONE B2
ZONE RA
ZONE B2
ZONE M1N 22°53'02" E - 629.74'TAX PARCEL 64-10-3
LOT 3 = 9.9972 ACRES
WALTER H. AIKENS LIMITED PARTNERSHIP, L.L.P.
ZONE: B2 USE: UNIMPROVED
INST. NO. 100008805TAX PARCEL 64-10-4
LOT 4 = 5.0000 ACRES
FOUR OAKS PROPERTIES L.P., L.L.P.
ZONE: B2 USE: UNIMPROVED
INST. NO. 090009504
Costello Dr. (R
t
e
1
3
6
7
)
(
L
o
c
a
l
)
80' R/W
35 MPH POS
T
E
D
S
P
D
L
M
T
DB 955 PG 15
2
Road Class: L
o
c
a
l
ADT: 2,600
Prince Frederick Dr. (Rte 781)Variable Width R/WDB 802 PG 1065 & Inst. No. 080003321COVERSTONE DR. - RTE-1538
VARIABLE WIDTH R/W
INST. NO. 080002019(UNIMPROVED)Ryco Lane60' R/WDB 955 PG 15210+0011+00Storm MH Rim =
675.60
Inv. In= 668.85
Inv. In= 668.75
4' Ø Concrete SWM Riser
Top of Grate = 695.71
Inv. In 5" orifice (SW) = 690.77
Inv. In 7" orifice (SW) = 693.86
Inv. Out 18" CPP (NE) = 690.96
Ex. SWM Basin
Drop Inlet
Top of Grate = 698.15
Inv. Out 36" CMP = 690.66
Ex. Drop Inlet
Top of Grate = 716.08
Inv. In 6" CPP (SW) = 711.45
Inv. Out 15" CPP (NE) = 711.28
Drop Inlet
Top of Grate = 698.35
Inv. Out 15" CPP = 695.38
Ex. Curb Inlet
Top of Grate = 712.18
Inv. In 15" CPP (SW) = 706.45
Inv. Out 18" CPP (NW) = 706.28
Ex. Drop Inlet
Top of Grate = 717.25
Inv. In 6" CPP (SW) = 712.40
Inv. In 6" CPP (W) = 712.45
Inv. Out 6" CPP (NE) = 712.35
Ex. Curb Inlet
Top = 698.96
Inv. In 36" CMP = 690.17
Inv. Out 36" CMP = 690.07
Ex. Block Shed
Ex. Block Retaining Wall
Ex. Metal Fence
Ex. Transformer
Ex. Chainlink Fence
Millwood Station Volunteer Fire &
Rescue Company
One Story Block Bldg.
Ex. Dual 41' - 36"
HDPE @ 1.04%
Ex. Transformer
Community Center
One Story Block Bldg.
Ex. Chainlink Fence
Crushed 33' - 15"
HDPE @ 1.15%
Ex. 137.43' - 60"
RCP @ 1.77%
Ex. 70.71' - 36"
RCP @ 1.15%
Ex. Asphalt
Parking Lot
EX. 8" PVC
SAN. SEWER
@ 0.85%
Ex. 83' - 36"
CMP @ 0.60%
Ex. 18" CPP
Ex. 15" CPP
Ex. 18"
CPP
Ex. 18" CPP
Ex. 15" CPP
Ex. 6" CPP
Ex. Signs
Ex. 24' - 36"
CMP @ 0.38%
Ex. Gas Valve
& Marker
Ex. Gravel Shoulde
r
EXA
RIM 698.15
INV OUT
689.17
(EXB)
EXB
RIM 691.87
INV IN 683.13 (EXA)
INV IN 684.17 (EXB1)
INV OUT 682.84 (EXC)401.48' OF 8" PVC @ 1.50%
EXC
RIM 685.86
INV IN 676.75 (EXB)
INV IN 677.56 (EXC1)
INV OUT 676.51 (EXD)
397.21' OF 8" PVC @ 1.53%
EXD
RIM 675.31
INV IN 663.61 (EXC)
INV IN 665.67 (EXD1)
INV OUT 663.46 (EXE)
400.18' OF 8" PVC @ 3.22%
EXE
RIM 675.71
INV IN 661.60
(EXD)
228.6
2
'
O
F
8
"
P
V
C
@
0
.
8
1
%
EXB1
RIM 707.20
INV OUT 695.89 (EXB)142.59' OF 8" PVC @ 8.22%
EXC1
RIM 700.65
INV OUT 683.40 (EXC)182.67' OF 8" PVC @ 3.20%EXD1
RIM 683.76
INV OUT 671.43 (EXD)
1
8
5
.
4
1
'
O
F
8
"
P
V
C
@
3
.
1
1
%
Costello Dr. (R
t
e
1
3
6
7
)
80' R/W
35 MPH POS
T
E
D
S
P
D
L
M
T
DB 955 PG 15
2
Road Class: L
o
c
a
l
ADT: 2,600
50'R
50'R1,312'R776'R552'RROAD IMPROVEMENT PLANDONE BY OTHERS SEE PIP"ONE LOGISTICS PRINCEFREDERICK DRIVE"3115" RCP CL III15" RCP CL III303215" RCP CL III3315" RCP CL III34TOP=678.81TOP=680.88TOP=681.58TOP=684.07INV=675.007728EP7651EP68068467868668869074497497754476873:1
MAX 6926946966986767836TC8063TC8189TC8682TC7710TC6826806806786766826846926863:1
MAX
68668668869268869069468469069481988049807379237698762189 72
84 75
BP
26 30
25 32
83 50
Inv
82 50
Inv
CE
DD
CIP
CIP
Install Diversion Dike to Convey
Sediment-Laden Runoff to the
Sediment Basin. Ensure Positive
Drainage Along the Berm.
See Sediment Basin 1
Comps & Details
(Sheet 6)
SD
A
B
Sheet Flow
50 lf @ 1.96%
Shallow Flow
517 lf @ 6.89%
C
Channel Flow
673 lf @ 1.0%
Total Flow Path
Tc = 8.5 Mins.
Install Diversion Dike to Convey Sediment-Laden Runoff to the Sediment Basin. Ensure Positive
Drainage Along the Dike.
The Contractor Shall First Construct the Dike per this Plan Location, using Material taken from the
Sediment Basin Excavation.
When Major Earthwork commences fill will be placed in the swale running through the on-site
Drainage Area North of the Diversion Dike. The Fill Placement shall proceed from West to East.
Place the Storm Sewer Conduits and Raise Existing Utility Facilities in conjunction with Fill
Operations. The Contractor Shall Ensure that a Diversion Dike is maintained along the Top of this
Fill Slope throughout the operation, diverting Sediment Laden Runoff to the Sediment Basin.
The Proposed Storm Sewer Main will By-Pass the Sediment Basin during Construction Operations.
Drainage Area SB2B
(To Temp. Cross Culverts)
DA = 2.771 Ac.
CNW = 94
Drainage Area SB2A
(To Temp. Diversion Dike)
DA = 6.513 Ac.
CN = 94
Drainage Area SB1A
(Directly To Sediment Basin)
DA = 4.985 Ac.
CN = 94
Drainage Area UD1
(On-Site - Un-Detained to SP 1)
DA = 1.394 Ac.
CN = 94
Sediment Basin SB1
(Total Drainage Area to SB1)
DA = 14.269 Ac.
CIP
Temp. Dual 100' - 24" CMP @ 1.00%
(Install Cross Culvert to Convey
Sediment-Laden Runoff to the SB)
Install Temp. Slope Drain(s)
to Protect the Cut Slope
DD
DD
DD
SB 1
700 698
696
694
692
690
688
686
684
688
68
8
686
686
684
682
686
688
D
LOD
LOD
LOD
LOD
OP
OP
SF
CD
CD
TS
TS
B/M
B/M
B/M BOTTOM OF
BASIN
674.50'
69
6
'
68
0
'
68
4
'
69
2
'
69
0
'
68
8
'
68
6
'
68
2
'
67
8
'
69
4
'
676'
678'
680'
682'
684'
682'
680'
678'
676'
674'
672
'
67
0
'
WASH RACK
U:\Accounts\HWCNX\HWCNX20005 - Costello Dr Self Storage-TMP 64-((10)-3\DESIGN\_SHEETS\SDP\REVISIONS\CS2100.dwg PLOTTED: 9/20/2024 10:19 AM, BY: Brendan Snell PLOTSTYLE: Pennoni NCS.stb PROJECT STATUS: SITE DEVELOPMENT PLANCS2100 BYNO.DATEREVISIONSWICKG21005
AS SHOWN
TEAM
10-27-2021
JKM
SHEET
APPROVED BY
OF5 46
DRAWN BY
DRAWING SCALE
DATE
PROJECT
ALL DOCUMENTS PREPARED BY PENNONI ASSOCIATES
ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE
PROJECT. THEY ARE NOT INTENDED OR REPRESENTED
TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON
THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER
PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION
OR ADAPTATION BY PENNONI ASSOCIATES FOR THE
SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS
SOLE RISK AND WITHOUT LIABILITY OR LEGAL
EXPOSURE TO PENNONI ASSOCIATES; AND OWNER
SHALL INDEMNIFY AND HOLD HARMLESS PENNONI
ASSOCIATES FROM ALL CLAIMS, DAMAGES, LOSSES AND
EXPENSES ARISING OUT OF OR RESULTING THEREFROM.ALL DIMENSIONS MUST BE VERIFIED BY CONTRACTORAND OWNER MUST BE NOTIFIED OF ANYDISCREPANCIES BEFORE PROCEEDING WITH WORK00 50'100'PENNONI ASSOCIATES INC.117 East Piccadilly StreetWinchester, VA 22601T 540.667.2139F 540.665.0493NORTH H&W CONSTRUCTION, INC.1025 MARTINSBURG PIKE | WINCHESTER, VA 22603EROSION AND SEDIMENT CONTROL PHASE ICOSTELLO DRIVE SELF STORAGESELF STORAGE FACILITY0 COSTELLO DRIVE | WINCHESTER, VA 22604SHAWNEE MAGISTERIAL DISTRICTEROSION AND SEDIMENT
CONTROL LEGEND
NO.TITLE KEY SYMBOL
3.02 TEMPORARY STONE
CONSTRUCTION ENTRANCE CE
3.07 STORM DRAIN
INLET PROTECTION IP
DRAINAGE DIVIDES
3.09 TEMPORARY
DIVERSION DIKE DD
DD
3.14 TEMPORARY SEDIMENT
BASIN SB SB
LIMITS OF DISTURBANCE LOD
3.18 OUTLET PROTECTION OP
SILT FENCE SF3.05
3.36 SOIL STABILIZATION
BLANKETS & MATTING B/M B/M
3.08 CULVERT INLET
PROTECTION CIP
3.15 SDSLOPE DRAIN
3.20 ROCK CHECK DAMS CD
3.31 TEMPORARY SEEDING TS TS
----BYNO.DATEREVISIONS09-20-2024 1 SITE PLAN REVISION - REVISED POND GRADING 9-20-2024
9-20-2024
10-21-20242SIGNATURE SUBMISSION10-21-2024
N 22°53'02" E - 629.74'Costello Dr. (R
t
e
1
3
6
7
)
(
L
o
c
a
l
)
80' R/W
35 MPH POS
T
E
D
S
P
D
L
M
T
DB 955 PG 15
2
Road Class: L
o
c
a
l
ADT: 2,600
Prince Frederick Dr. (Rte 781)Variable Width R/WDB 802 PG 1065 & Inst. No. 080003321COVERSTONE DR. - RTE-1538
VARIABLE WIDTH R/W
INST. NO. 080002019(UNIMPROVED)Ryco Lane60' R/WDB 955 PG 152Ex. Block Shed
Ex. Block Retaining Wall
Ex. Metal Fence
Ex. Transformer
Ex. Chainlink Fence
Millwood Station Volunteer Fire &
Rescue Company
One Story Block Bldg.
Ex. Transformer
Community Center
One Story Block Bldg.
Ex. Chainlink Fence
Ex. Asphalt
Parking Lot
Ex. Gas Valve
& Marker
Costello Dr. (R
t
e
1
3
6
7
)
80' R/W
35 MPH POS
T
E
D
S
P
D
L
M
T
DB 955 PG 15
2
Road Class: L
o
c
a
l
ADT: 2,600
680
690674
676
678
682 684
686
688
690686688692694
694
696
696
690700700710
710
720720692694696 696698698702702704704706706
708708
712714714716716718718722722724724726
726 680690700
70
0
6
7
8682684686688692
692
6
9
4
694
6
9
6
696
6
9
8
698
702 702704
704
680690678682684686688700710
720720
696
698
702
7047067087
1
2
714714
716
716
71871
8
722
722
72
4
724
7
1
0
710
70
2
70470670
8
71
2
712
71
4
714
716
716 7006
9
8
702704706
690
69
2
694
696
6
9
8
70070
2704706 680
690
682
684
686
688
692694696
698
690
700
710
692
694
696
698
702
704
706
708700
700698
698
702
690
684
686688
692694696
700698702704700702670
690700 TP
102
101
403
412 404
406
402
513
511
502
501
504
303
304
302
301
203204
211
405
512
411
202
201
401
400
503
103
PD
519
5'X10' VDOT
CL 1 RIP-RAP
Bio-Retention A
Bio-Retention B
Wet
Pond
IP
OP
OP
OP
OP
OP
CIP
LOD
LOD
LOD
LOD
CE
IP
IP
IP
IP
IP
IP
IP
IP
IP
IP
IP
IP
IP
IP
SF
B/M
B/M
B/M
B/M
B/M B/M
B/M
PS
PS
IP
IP
CIP
B/M
To Str. 412
DA = 0.26 Ac.
To Str. 405
DA = 0.23 Ac.
To Str. 406
DA = 0.23 Ac.
To Str. 411
DA = 0.26 Ac.
To Str. 512
DA = 0.23 Ac.
To Str. 513
DA = 0.23 Ac.
To Str. 504
DA = 0.26 Ac.To Str. 303DA = 0.22 Ac.To Str. 302DA = 0.27 Ac.To Str. 304
DA = 1.23 Ac.
To Forebay
DA = 0.52 Ac.
To Forebay
DA = 0.95 Ac.
To Forebay
DA = 0.26 Ac.
To Str. 503
DA = 0.26 Ac.
To Str. 402
DA = 0.10 Ac.
To Str. 403
DA = 0.11 Ac.To Str. 203DA = 0.11 Ac.To Str. 202DA = 0.07 Ac.To Str. 211DA = 0.05 Ac.To Str. 204
DA = 3.30 Ac.
To Wet Pond
DA = 4.26 Ac.
To Str. 404
DA = 0.14 Ac.
OP
CIP
50'R
50'R1,312'R776'R552'RROAD IMPROVEMENT PLANDONE BY OTHERS SEE PIP"ONE LOGISTICS PRINCEFREDERICK DRIVE"3115" RCP CL III15" RCP CL III303215" RCP CL III3315" RCP CL III34TOP=678.81TOP=680.88TOP=681.58TOP=684.07INV=675.007728EP7651EP68068467868668869074497497754476873:1
MAX 6926946966986767836TC8063TC8189TC8682TC7710TC6826806806786766826846926863:1
MAX
686686688692688690694684690694819880498073792376987621U:\Accounts\HWCNX\HWCNX20005 - Costello Dr Self Storage-TMP 64-((10)-3\DESIGN\_SHEETS\SDP\REVISIONS\CS2200.dwg PLOTTED: 9/20/2024 10:20 AM, BY: Brendan Snell PLOTSTYLE: Pennoni NCS.stb PROJECT STATUS: SITE DEVELOPMENT PLANCS2200 BYNO.DATEREVISIONSWICKG21005
AS SHOWN
TEAM
10-27-2021
JKM
SHEET
APPROVED BY
OF6 46
DRAWN BY
DRAWING SCALE
DATE
PROJECT
ALL DOCUMENTS PREPARED BY PENNONI ASSOCIATES
ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE
PROJECT. THEY ARE NOT INTENDED OR REPRESENTED
TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON
THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER
PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION
OR ADAPTATION BY PENNONI ASSOCIATES FOR THE
SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS
SOLE RISK AND WITHOUT LIABILITY OR LEGAL
EXPOSURE TO PENNONI ASSOCIATES; AND OWNER
SHALL INDEMNIFY AND HOLD HARMLESS PENNONI
ASSOCIATES FROM ALL CLAIMS, DAMAGES, LOSSES AND
EXPENSES ARISING OUT OF OR RESULTING THEREFROM.ALL DIMENSIONS MUST BE VERIFIED BY CONTRACTORAND OWNER MUST BE NOTIFIED OF ANYDISCREPANCIES BEFORE PROCEEDING WITH WORK00 50'100'PENNONI ASSOCIATES INC.117 East Piccadilly StreetWinchester, VA 22601T 540.667.2139F 540.665.0493NORTH H&W CONSTRUCTION, INC.1025 MARTINSBURG PIKE | WINCHESTER, VA 22603EROSION AND SEDIMENT CONTROL PHASE IICOSTELLO DRIVE SELF STORAGESELF STORAGE FACILITY0 COSTELLO DRIVE | WINCHESTER, VA 22604SHAWNEE MAGISTERIAL DISTRICTEROSION AND SEDIMENT
CONTROL LEGEND
NO.TITLE KEY SYMBOL
3.02 TEMPORARY STONE
CONSTRUCTION ENTRANCE CE
3.07 STORM DRAIN
INLET PROTECTION IP
DRAINAGE DIVIDES
3.32 PERMANENT SEEDING PS PS
3.09 TEMPORARY
DIVERSION DIKE DD
DD
3.14 TEMPORARY SEDIMENT
BASIN SB SB
LIMITS OF DISTURBANCE LOD
3.18 OUTLET PROTECTION OP
SILT FENCE SF3.05
3.36 SOIL STABILIZATION
BLANKETS & MATTING B/M B/M
3.08 CULVERT INLET
PROTECTION CIP
3.15 SDSLOPE DRAIN
3.20 ROCK CHECK DAMS CD
----BYNO.DATEREVISIONS09-20-2024 1 SITE PLAN REVISION - REVISED POND GRADING 9-20-2024
9-20-2024
10-21-20242SIGNATURE SUBMISSION10-21-2024
Ex. 3 - 8" Conduits35' BRL35' BR
L
Prince Frederick Dr. (Rte 781)Variable Width R/WDB 802 PG 1065 & Inst. No. 080003321Storm MH Rim = 675.60
Inv. In= 668.85
Inv. In= 668.75
Ex. Dual 41' - 36"
HDPE @ 1.04%Ex. 137.43' - 60"
RCP @ 1.77%
Ex. 70.71' - 36"
RCP @ 1.15%
EX. 8" PVC
SAN. SEWER
@ 0.85%
Ex. Signs
400.18' OF 8" PVC @ 3.22%
EXE
RIM 675.71
INV IN 661.60
(EXD)
228.6
2
'
O
F
8
"
P
V
C
@
0
.
8
1
%
1
8
5
.
4
1
'
O
F
8
"
P
V
C
@
3
.
1
1
%
679 09
676 35
INV
676 40
INV 676 01
INV
675 89
INV 667 25
INV
673 40
TW
680
690674
676
678
682
684
686
688
694
696
696
6
7
8
680690678682684686688680
690
682
684
686
688
692
700
698
702
690
684
686
688
692
694
696
670
-3.0:1
-3.0:1-3.0:1678 85
EP
680 86
EP
683 33
EP
684 85
EP
687 16
EP
687 55
EP
684 89
EP
687 13
EP
689 EP
677 51
INV
670 00
INV
TP
102
101
203204
211
202
201
103
PD 7728EP7651EP744974973:1
MAX 7836TC8063TC7710TC6826806806786766926863:1
MAX
69268869069468480737923769876213115" RCP CL III15" RCP CL III303215" RCP CL IIITOP=678.81TOP=680.88TOP=681.58INV=675.00PR. R.O.W.PR. CG6PR. EP 50'R
50'RTIE INTO EX. EP;LAST 2' OF CURB TOBE NOSED DOWNTIE INTO EX. EP776'RPR. TEMPORARYCONSTRUCTION EASEMENTPR. 6' SHOULDER;4' PAVEDEX. UNDERGROUNDCOMMUNICATION TO BERELOCATED IN PR. 15' DRY UTILITYEASEMENT BEHIND PR. DITCH(DESIGN BY OTHERS)EX. UNDERGROUND TELEVISION TO BERELOCATED IN PR. 15' DRY UTILITY EASEMENTBEHIND PR. DITCH (DESIGN BY OTHERS)PR. RIGHT OF WAYDEDICATION8' CL II RIP RAPDEPTH = 3.6'PR. 15' DRY UTILITYEASEMENTPR. DI-3BPR. DI-3BPR. ES-1PR. EW-12PR. EW-12U:\Accounts\HWCNX\HWCNX20005 - Costello Dr Self Storage-TMP 64-((10)-3\DESIGN\_SHEETS\SDP\REVISIONS\CS2300.dwg PLOTTED: 9/20/2024 10:20 AM, BY: Brendan Snell PLOTSTYLE: Pennoni NCS.stb PROJECT STATUS: SITE DEVELOPMENT PLANCS2300 BYNO.DATEREVISIONSWICKG21005
AS SHOWN
TEAM
10-27-2021
JKM
SHEET
APPROVED BY
OF7 46
DRAWN BY
DRAWING SCALE
DATE
PROJECT
ALL DOCUMENTS PREPARED BY PENNONI ASSOCIATES
ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE
PROJECT. THEY ARE NOT INTENDED OR REPRESENTED
TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON
THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER
PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION
OR ADAPTATION BY PENNONI ASSOCIATES FOR THE
SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS
SOLE RISK AND WITHOUT LIABILITY OR LEGAL
EXPOSURE TO PENNONI ASSOCIATES; AND OWNER
SHALL INDEMNIFY AND HOLD HARMLESS PENNONI
ASSOCIATES FROM ALL CLAIMS, DAMAGES, LOSSES AND
EXPENSES ARISING OUT OF OR RESULTING THEREFROM.ALL DIMENSIONS MUST BE VERIFIED BY CONTRACTORAND OWNER MUST BE NOTIFIED OF ANYDISCREPANCIES BEFORE PROCEEDING WITH WORKPENNONI ASSOCIATES INC.117 East Piccadilly StreetWinchester, VA 22601T 540.667.2139F 540.665.0493NORTH H&W CONSTRUCTION, INC.1025 MARTINSBURG PIKE | WINCHESTER, VA 22603SEDIMENT BASIN 1 PLAN & COMPUTATIONSCOSTELLO DRIVE SELF STORAGESELF STORAGE FACILITY0 COSTELLO DRIVE | WINCHESTER, VA 22604SHAWNEE MAGISTERIAL DISTRICTEarthen Embankments Notes
Site Preparation
Areas designated for borrow sites, embankment construction, and structural work should be cleared, grubbed and stripped of topsoil. All trees, vegetation,
roots and other objectionable material should be removed. All cleared and grubbed material should be disposed of outside and below the limits of the
embankment and reservoir, as directed by the owner or his representative. When specified, a sufficient quantity of topsoil should be stockpiled in a suitable
location for use on the embankment and other designated areas.
Earth Fill
1.Material - Fill material should be taken from an approved, designated borrow area. It should be free of roots, stumps, wood, rubbish, stones greater than
6 inches, and frozen or other objectionable materials. Fill material for the center of the embankment and the cutoff trench should conform to Unified Soil
Classification GC, SC, or CL. Consideration may be given to the use of other materials in the embankment based on the recommendations of a
geotechnical engineer supervises the design and construction.
2.Placement - Areas on which fill is to be placed should be scarified before its placement. Fill material should be placed in layers a maximum of 8 inches
thick (before compaction), which should be continuous over the entire length of the fill. The most permeable borrow material should be placed in the
downstream portions of the embankment. The principal spillway must be installed concurrently with fill placement and not excavated into the
embankment.
3.Compaction - Fill material should be compacted with appropriate compaction equipment such as a sheepsfoot, rubber-tired or vibratory roller. The
number of required passes by the compaction equipment over the fill material may vary with soil conditions. Fill material should contain sufficient
moisture such that the required degree of compaction will be obtained with the equipment used. The minimum required density is 95% of maximum dry
density with a moisture content within 2% of the optimum, unless otherwise specified by the engineer. Each layer of the fill should be compacted as
necessary to obtain minimum density and the engineer should certify, at the time of construction, that each fill layer meets the minimum density
requirement. All compaction is to be determined by either Standard Proctor Test (ASTM D698) or the Modified Proctor Test (ASTM D1557) as directed
by the geotechnical engineer based on site and soil conditions and the size and type of structure being built.
4.Cutoff Trench - The cutoff trench should be excavated into impervious material along or parallel to the centerline of the embankment as shown on the
plans. The equipment used for excavation should govern the bottom width of the trench, with the minimum width being 4 The depth should be at least 4
feet below existing grade or as shown on the plans. The side slopes of the trench should be 1H:1V or flatter. The backfill should be compacted with
construction equipment, rollers, or hand tampers to assure maximum density and Minimum permeability. Compaction requirements shall be the same
as those for the embankment. The trench shall be drained during the backfilling / compacting operations.
5.Top Soil - The surface layer of compacted fill should be scarified prior to placement of at least 6 inches of topsoil. The topsoil shall be stabilized with in
accordance with the Virginia Erosion and Sediment Control Handbook, 1992 edition.
Structure and Conduit Backfill
Backfill that is beside pipes or structures should be of the same type and quality as specified for the adjoining fill material. The fill should be placed in
horizontal layers not to exceed 4 inches in thickness and compacted by hand tampers or other manually directed compaction equipment. The material
should completely fill all spaces under and beside the pipe. During the backfilling operation, equipment should not be driven closer than 4 feet, as measured
horizontally, to any part of a structure. Also, equipment should NEVER be driven over any part of a structure or pipe, unless compacted fill has been placed
to a depth specified by the structural live load capacity of the structure or pipe in order to adequately distribute the load.
Sediment Basin Conversion Notes
·The proposed SWM Detention Facility will first serve as a Temporary Sediment Basin, during construction and until such time that all disturbed
areas within the contributing drainage area have achieved final stabilization. Conversion to the Permanent SWM Detention Facility can be
completed ONLY after final stabilization and approval from the Frederick County Erosion and Sediment Control Administrator.
·Modifications to the Riser Structure are required as part of the Conversion from a Temporary Sediment Basin to a Permanent SWM Detention
Facility. See the "Sediment Basin Modifications Required for SWM Detention Facility" Detail.
·The wet storage area must be de-watered following the methods outlined in the VESCH, 1992 edition.
·Sediment and other debris shall be removed to a contained spoil area.
·Re-grading of the basin will be necessary to provide for an impermeable liner, to achieve the final design grades and place the topsoil layer to
promote final stabilization.
·Final modifications to the riser structure should be carefully inspected for structural integrity and compliance with the approved plans.
00 30'60'SEDIMENT BASIN 1 - PLAN VIEW
Scale: 1" = 30'BYNO.DATEREVISIONS09-20-2024 1 SITE PLAN REVISION - REVISED POND GRADING 9-20-2024
9-20-2024
10-21-20242SIGNATURE SUBMISSION10-21-2024
703 32
703 17
694 93
725 32 715 04
689 81
685 35
685 32
692 12
679 09
700 31
704 08
676 35
INV
704 22
HP
698 61
SAG
676 40
INV 676 01
INV
675 89
INV 667 25
INV
673 40
TW
680
690674
676
678
682 684
686
688
690686688692694
694
696
696
690700700710
710
720720692694696 696698698702702704704706706
708708
712714714716716718718722722724724726
726 680690700
70
0
6
7
8682684686688692
692
6
9
4
694
6
9
6
696
6
9
8
698
702 702704
704
680690678682684686688700710
720720
696
698
702
7047067087
1
2
714714
716
716
71871
8
722
722
72
4
724
7
1
0
710
70
2
70470670
8
71
2
712
71
4
714
716
716 7006
9
8
702704706
690
69
2
694
696
6
9
8
70070
2704706 680
690
682
684
686
688
692694696
698
690
700
710
692
694
696
698
702
704
706
708700
700698
698
702
690
684
686688
692694696
700698702704700702670
690700 699.7
8
700.1
8
SAN CO
EXC
SAN CO PROP. 20' PRIVATESAN. SWR ES
MT.
APROP. 20'F.W. ESMT.PROP. 20'F.W. ESMT.PROP. 20'
F.W. ESMT.PROP. 20'F.W. ESMT.PROP. 20'
F.W. ESMT.
PROP. 20'
F.W. ESMT.
10+00
11+00
12+00
13+00
14+00
15+0015+15ZONE RA
ZONE B2
ZONE RA
ZONE B2
ZONE M1N 23°29'36" E - 577.06'S 66°30'20" E -
3
5
7
.
7
6
'N 22°53'02" E - 629.74'N 58°17'11" W - 368.25'
S 66°30'20" E -
1
9
4
.
9
9
'
S 42°4
0
'
2
9
"
E
226.70'L1C1
S 47°19'32" W - 204.89'S 64°33'35" W - 199.80'N 58°17'11" W - 483.16'
Costello Dr. (R
t
e
1
3
6
7
)
(
L
o
c
a
l
)
80' R/W
35 MPH POS
T
E
D
S
P
D
L
M
T
DB 955 PG 15
2
Road Class: L
o
c
a
l
ADT: 2,600
Prince Frederick Dr. (Rte 781)Variable Width R/WDB 802 PG 1065 & Inst. No. 080003321C2COVERSTONE DR. - RTE-1538
VARIABLE WIDTH R/W
INST. NO. 080002019(UNIMPROVED)Ryco Lane60' R/WDB 955 PG 152T.M. 64-10-1
Fredericktowne Group, L.C.
Zone: B2 Use: Vacant
DB 802 PG 1055, 1059 &
1062 See DB 955 PG 152
Ex. Block Shed
Ex. Block Retaining Wall
Ex. Metal Fence
Ex. Transformer
Ex. Chainlink Fence
T.M. 64-10-2
Fredericktowne Group, L.C.
Zone: B2 Use: Vacant
DB 802 PG 1055, 1059 &
1062 See DB 955 PG 152
T.M. 64-10-5
Frederick County, Virginia Industrial
Development Authority
Zone: B2 Use: Fire & Rescue
Station / Community Center
Inst. No. 070003086
Millwood Station Volunteer Fire &
Rescue Company
One Story Block Bldg.
T.M. 64-A-89
Fredericktowne Group, L.C.
Zone: B2 Use: Vacant
DB 802 PG 1055, 1059 & 1062
See Inst. No. 080003321
T.M. 64-A-89B
Prince Frederick Group, L.C.
Zone: B2 Use: Office
DB 802 PG 992, 1001 &
1047 See DB 955 PG 152
T.M. 64-A-89
Prince Frederick Group, L.C.
Zone: B2 Use: Vacant
DB 802 PG 1055, 1059 & 1062
See Inst. No. 080003321
T.M. 64-A-88
Winchester Regional Airport Authority
Zone: RA Use: Airport
DB 423 PG 30 See DB 800 PG 1693 T.M. 64-A-87
JGR Three, LLC, et als
Zone: RA Use: Vacant
Inst. No. 140000018
Ex. Transformer
Community Center
One Story Block Bldg.
Ex. Chainlink Fence
Ex. Asphalt
Parking Lot
Ex. Signs
Ex. Gas Valve
& Marker
Ex. Gravel Shoulde
r
Ex. 8" W/LEx. Tee w/
1 - Valve
1 - WV
3 - WV's
1 - WV
Costello Dr. (R
t
e
1
3
6
7
)
80' R/W
35 MPH POS
T
E
D
S
P
D
L
M
T
DB 955 PG 15
2
Road Class: L
o
c
a
l
ADT: 2,600
STORAGE FAC
I
L
I
T
Y
P
A
D
9,450 FT2
STORAGE FAC
I
L
I
T
Y
P
A
D
15,750 FT
2
2-LEVEL TOTAL
S
T
O
R
A
G
E
3
1
,
5
0
0
F
T
2
STORAGE FAC
I
L
I
T
Y
P
A
D
15,750 FT
2
2-LEVEL TOTA
L
S
T
O
R
A
G
E
3
1
,
5
0
0
F
T
2
PROP. FENCELOWER FFE =
6
9
8
.
0
0
'
UPPER FFE = 7
0
8
.
0
0
'
LOWER FFE =
7
0
8
.
0
0
'
UPPER FFE = 7
1
8
.
0
0
'
SLAB FFE = 71
8
.
0
0
'
25' X 40'
OFFICE
3' GATE20' GATE3' GATE20' GATE30'R25
'
R CG-6 TYP.FUTURE STORAGE FAC
I
L
I
T
Y
P
A
D
15,750 FT
2
FUTURE STORAGE FAC
I
L
I
T
Y
P
A
D
15,750 FT
2
SLAB FFE = 71
8
.
0
0
'
SLAB FFE = 71
7
.
5
0
'
Bio-Retention A
Bio-Retention B
Adjust Ex. Boundary Line.
(Separate Plat, By Others)
Adjusted Boundary Line
Location (Separate Plat,
By Others)
SWM ESMT.
SWM ESMT.
SWM ESMT.SWM ESMT.SWM ESMT.Screening
Buffer Esmt.
Screening
Buffer Esmt.
52'R
5
2
'RS 23°29'40" W 637.26'Wet
Pond
Prop.
VDOT
Milling
Limits
Prop.
VDOT
Milling
LimitsProp.
VDOT
Milling
Limits
Placement
of CG-12
final
location to
be
determined
by VDOT
inspector
Placement
of CG-12
final
location to
be
determined
by VDOT
inspector
Prop.
VDOT
Milling
Limits
Prop.
VDOT
Milling
Limits
S
W
M
E
S
M
T
.
SWM ESMT.SWM ESMT.TP
102
101
403
412 404
406
402
513
511
502
501
504
303
304
302
301
203204
211
405
512
411
202
201
401
400
503
103
PD
519
5'X10' VDOT
CL 1 RIP-RAP
Study
Point 1
AA7728EP7651EP68068467868668869074497497754476873:1
MAX 6926946966986767836TC8063TC8189TC8682TC7710TC6826806806786766826846926863:1
MAX
68668668869268869069468469069481988049807379237698762150'R
50'R1,312'R776'R552'RROAD IMPROVEMENT PLANDONE BY OTHERS SEE PIP"ONE LOGISTICS PRINCEFREDERICK DRIVE"3115" RCP CL III15" RCP CL III303215" RCP CL III3315" RCP CL III34TOP=678.81TOP=680.88TOP=681.58TOP=684.07INV=675.00U:\Accounts\HWCNX\HWCNX20005 - Costello Dr Self Storage-TMP 64-((10)-3\DESIGN\_SHEETS\SDP\REVISIONS\CS4000.dwg PLOTTED: 9/20/2024 10:21 AM, BY: Brendan Snell PLOTSTYLE: Pennoni NCS.stb PROJECT STATUS: SITE DEVELOPMENT PLANCS4000 BYNO.DATEREVISIONSWICKG21005
AS SHOWN
TEAM
10-27-2021
JKM
SHEET
APPROVED BY
OF15 46
DRAWN BY
DRAWING SCALE
DATE
PROJECT
ALL DOCUMENTS PREPARED BY PENNONI ASSOCIATES
ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE
PROJECT. THEY ARE NOT INTENDED OR REPRESENTED
TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON
THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER
PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION
OR ADAPTATION BY PENNONI ASSOCIATES FOR THE
SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS
SOLE RISK AND WITHOUT LIABILITY OR LEGAL
EXPOSURE TO PENNONI ASSOCIATES; AND OWNER
SHALL INDEMNIFY AND HOLD HARMLESS PENNONI
ASSOCIATES FROM ALL CLAIMS, DAMAGES, LOSSES AND
EXPENSES ARISING OUT OF OR RESULTING THEREFROM.ALL DIMENSIONS MUST BE VERIFIED BY CONTRACTORAND OWNER MUST BE NOTIFIED OF ANYDISCREPANCIES BEFORE PROCEEDING WITH WORK00 50'100'PENNONI ASSOCIATES INC.117 East Piccadilly StreetWinchester, VA 22601T 540.667.2139F 540.665.0493NORTH H&W CONSTRUCTION, INC.1025 MARTINSBURG PIKE | WINCHESTER, VA 22603OVERALL PLANCOSTELLO DRIVE SELF STORAGESELF STORAGE FACILITY0 COSTELLO DRIVE | WINCHESTER, VA 22604SHAWNEE MAGISTERIAL DISTRICT----BYNO.DATEREVISIONS09-20-2024 1 SITE PLAN REVISION - REVISED POND GRADING 9-20-2024
9-20-2024
10-21-20242SIGNATURE SUBMISSION10-21-2024
Ground Cover Hatch Key
Forested Ground Cover
Good Condition (HSG D)
Range Ground Cover
Good Condition (HSG D)
Road Right of Way having C&G
and Storm Sewer (HSG D)
Commercial & Business District
(HSG D)
10+0
0
11+0
0
12+00
13+00
14+00
15+00
16+00
17+00
18+00
19+00
20+00
21+00
22+00 23+00 24+00
25+00
26+0
0
27+0
0
28+0
0
28+6
4
30+0031+0032+0033+0034+0035+0036+0037+0038+0038+1510+0011+0012+0012+43Ex. 8" W/LEx. Tee w/
1 - Valve
1 - WV
3 - WV's
1 - WV
EXA
RIM 698.15
INV OUT
689.17
(EXB)
EXB
RIM 691.87
INV IN 683.13 (EXA)
INV IN 684.17 (EXB1)
INV OUT 682.84 (EXC)
401.48' OF 8" PVC @ 1.50%
EXC
RIM 685.86
INV IN 676.75 (EXB)
INV IN 677.56 (EXC1)
INV OUT 676.51 (EXD)
397.21' OF 8" PVC @ 1.53%
EXD
RIM 675.31
INV IN 663.61 (EXC)
INV IN 665.67 (EXD1)
INV OUT 663.46 (EXE)
400.18' OF 8" PVC @ 3.22%
EXE
RIM 675.71
INV IN 661.60
(EXD)
228.6
2
'
O
F
8
"
P
V
C
@
0
.
8
1
%
EXB1
RIM 707.20
INV OUT 695.89 (EXB)142.59' OF 8" PVC @ 8.22%
EXC1
RIM 700.65
INV OUT 683.40 (EXC)182.67' OF 8" PVC @ 3.20%EXD1
RIM 683.76
INV OUT 671.43 (EXD)
1
8
5
.
4
1
'
O
F
8
"
P
V
C
@
3
.
1
1
%
710720720720
710
720
680690
70
0
700
710
72
0 670680
690
690700710720710720 710700
710700690680670680670660680690
700
700
710
700
710
710720710710 71072
0
7
2
0
730
7107207
3
0
730
730
730
720
7107207
3
0
7
4
0 72
0
710720 700700
700
710
710710680690
680690700Costello Dr.
(Rte 1367) 8
0
'
R
/
W
Prince Frederick Dr. (Rte 781) Variable Width R/WCOVERSTONE DR.
(Rte 1538) Variable Width R/WRyco Lane(UnImproved) 60' R/WCostello Dr.
(Rte 1367) 80' R/WCostello Dr. (Rte 1367) 80' R/W10+0
0
11+0
0
12+00
13+00
14+00
15+00
16+00
17+00
18+00
19+00
20+00
21+00
22+00 23+00 24+00
25+00
26+0
0
27+0
0
28+0
0
28+6
4
30+0031+0032+0033+0034+0035+0036+0037+0038+0038+1510+0011+0012+0012+43Ex. 8" W/LEx. Tee w/
1 - Valve
1 - WV
3 - WV's
1 - WV
EXA
RIM 698.15
INV OUT
689.17
(EXB)
EXB
RIM 691.87
INV IN 683.13 (EXA)
INV IN 684.17 (EXB1)
INV OUT 682.84 (EXC)
401.48' OF 8" PVC @ 1.50%
EXC
RIM 685.86
INV IN 676.75 (EXB)
INV IN 677.56 (EXC1)
INV OUT 676.51 (EXD)
397.21' OF 8" PVC @ 1.53%
EXD
RIM 675.31
INV IN 663.61 (EXC)
INV IN 665.67 (EXD1)
INV OUT 663.46 (EXE)
400.18' OF 8" PVC @ 3.22%
EXE
RIM 675.71
INV IN 661.60
(EXD)
228.6
2
'
O
F
8
"
P
V
C
@
0
.
8
1
%
EXB1
RIM 707.20
INV OUT 695.89 (EXB)142.59' OF 8" PVC @ 8.22%
EXC1
RIM 700.65
INV OUT 683.40 (EXC)182.67' OF 8" PVC @ 3.20%EXD1
RIM 683.76
INV OUT 671.43 (EXD)
1
8
5
.
4
1
'
O
F
8
"
P
V
C
@
3
.
1
1
%
3C
41E
3B
41D
9B
9B
3C
3C
3C
3B
3B
3B
3B 41D
102
101
403
412 404
406
402
513
511
502
501
504
303
304
302
301
203204
211
405
512
411
202
201
401400
503
103PD
519
67 25
Inv
64 82
Inv
77 82
76 05
Top
84 75
BP
24 58
HP
20 03
99 73
28 42
26 00
18 50
04 35
Inv
22 74
HP
21 19
HP
17 40
18 41
22 58
HP
28 03
HP
18 95
HP
16 38
37 07
38 07
38 98
05 80
HP
01 52
HP
04 22
Crest0158
98 60
Sag
15 90
HP
Study
Point 1
A
B
Sheet Flow
100 lf @ 2.63%
Shallow Flow
309 lf @ 5.72%
Channel Flow
601 lf @ 5.00%
Total Flow Path
Tc = 10.9 Mins.
Total Flow Path
Tc = 14.9 Mins.
Upland DA 50
(To Ex. SWM Pond 50)
DA = 23.403 Ac.
CNW = 94
Upland DA 40
(To Ex. SWM Pond 40)
DA = 3.215 Ac.
CNW = 78
A
BSheet Flow
75 lf @ 3.23%
C
D
Shallow Flow
85 lf @ 8.82%
Multiple Pipe Flow
Segments to Daylight
Pipe Flow Segments
1,195 lf @ 1.73%
A
B
Sheet Flow
75 lf @ 1.21%
C
Shallow Flow
131 lf @ 0.76%
Upland DA 60
(To Ex. SWM Pond 60)
DA = 14.531 Ac.
CNW = 95
D
E
Pipe Flow Segments
896 lf @ 0.94%
Upland DA 30
(To Ex. SWM Pond 30)
DA = 2.419 Ac.
CN = 95
Upland DA 10
(Directly To SP 1)
DA = 9.218 Ac.
CNW = 82Upland DA 20
(To Storm Sewer w/
Un-Detained Outfall )
DA = 9.768 Ac.
CNW = 81
Sheet Flow
100 lf @ 2.78%
Shallow Flow
366 lf @ 4.60%
A
B
C
D
Pipe Flow Segments
344 lf @ 0.47%
Total Flow Path
Tc = 11.1 Mins.
Total Flow Path
Tc = 9.3 Mins.
CRVWFR
0LOOZRRG
)LUH
5HVFXHEx. SWM
Pond 40
Ex. SWM
Pond 30
Ex. SWM
Pond 50
Ex. SWM
Pond 60
Upland DA 10
Upland DA 20Upland DA 60
Upland DA 50
Upland DA 30
Upland DA 40
Upland DA 20A
(To Storm Sewer w/
Un-Detained Outfall )
DA = 4.984 Ac.
CNW = 81 Upland DA 20B
(To Storm Sewer w/
Un-Detained Outfall )
DA = 4.783 Ac.
CNW = 81
Drainage Area 1A
(On-Site - Un-Detained to SP 1)
DA = 0.92 Ac.
(0.71 Ac. Inside LOD)
CN = 80
Drainage Area 1B
(R/W To SP 1)
DA = 1.16 Ac.
CN = 93
WET POND
Level 1
Design, Computations
& Details (Sh. ##)
DA to Bio-Ret. B
Total DA = 2.46 Ac.
CNW = 92
DA to Bio-Ret. A
Total DA = 2.82 Ac.
CNW = 93
DA to Wet Pond
"Local" DA = 9.51 Ac.
(8.49 Ac. Inside LOD)
CNW = 93
See Note
BIO-RET. B
(See Sheet ##)
BIO-RET. A
(See Sheet ##)
A
A 8140EP8000EP7728EP7651EP680682684678686688690744974977544768778643:1
MAX 3:1MAX6926946966986766907836TC8063TC8189TC8682TC7710TC6826806806786766826846926863:1
MAX
686686688692688690694684690694819880498073792381107698762150'R
50'R1,312'R776'R552'R3115" RCP CL III15" RCP CL III303215" RCP CL III3315" RCP CL III34TOP=678.81TOP=680.88TOP=681.58TOP=684.07INV=675.00U:\Accounts\HWCNX\HWCNX20005 - Costello Dr Self Storage-TMP 64-((10)-3\DESIGN\_SHEETS\SDP\REVISIONS\CS6001.dwg PLOTTED: 9/20/2024 10:28 AM, BY: Brendan Snell PLOTSTYLE: Pennoni NCS.stb PROJECT STATUS: SITE DEVELOPMENT PLANCS6001 BYNO.DATEREVISIONSWICKG21005
AS SHOWN
TEAM
10-27-2021
JKM
SHEET
APPROVED BY
OF26 46
DRAWN BY
DRAWING SCALE
DATE
PROJECT
ALL DOCUMENTS PREPARED BY PENNONI ASSOCIATES
ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE
PROJECT. THEY ARE NOT INTENDED OR REPRESENTED
TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON
THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER
PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION
OR ADAPTATION BY PENNONI ASSOCIATES FOR THE
SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS
SOLE RISK AND WITHOUT LIABILITY OR LEGAL
EXPOSURE TO PENNONI ASSOCIATES; AND OWNER
SHALL INDEMNIFY AND HOLD HARMLESS PENNONI
ASSOCIATES FROM ALL CLAIMS, DAMAGES, LOSSES AND
EXPENSES ARISING OUT OF OR RESULTING THEREFROM.ALL DIMENSIONS MUST BE VERIFIED BY CONTRACTORAND OWNER MUST BE NOTIFIED OF ANYDISCREPANCIES BEFORE PROCEEDING WITH WORKPENNONI ASSOCIATES INC.117 East Piccadilly StreetWinchester, VA 22601T 540.667.2139F 540.665.0493NORTH H&W CONSTRUCTION, INC.1025 MARTINSBURG PIKE | WINCHESTER, VA 22603POST-DEVELOPMENT DRAINAGE MAPCOSTELLO DRIVE SELF STORAGESELF STORAGE FACILITY0 COSTELLO DRIVE | WINCHESTER, VA 22604SHAWNEE MAGISTERIAL DISTRICT00 120'240'
----BYNO.DATEREVISIONS09-20-2024 1 SITE PLAN REVISION - REVISED POND GRADING 9-20-2024
9-20-2024
10-21-20242SIGNATURE SUBMISSION10-21-2024
U:\Accounts\HWCNX\HWCNX20005 - Costello Dr Self Storage-TMP 64-((10)-3\DESIGN\_SHEETS\SDP\REVISIONS\CS6002.dwg PLOTTED: 9/20/2024 10:28 AM, BY: Brendan Snell PLOTSTYLE: Pennoni NCS.stb PROJECT STATUS: SITE DEVELOPMENT PLANCS6002 BYNO.DATEREVISIONSWICKG21005
AS SHOWN
TEAM
10-27-2021
JKM
SHEET
APPROVED BY
OF27 46
DRAWN BY
DRAWING SCALE
DATE
PROJECT
ALL DOCUMENTS PREPARED BY PENNONI ASSOCIATES
ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE
PROJECT. THEY ARE NOT INTENDED OR REPRESENTED
TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON
THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER
PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION
OR ADAPTATION BY PENNONI ASSOCIATES FOR THE
SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS
SOLE RISK AND WITHOUT LIABILITY OR LEGAL
EXPOSURE TO PENNONI ASSOCIATES; AND OWNER
SHALL INDEMNIFY AND HOLD HARMLESS PENNONI
ASSOCIATES FROM ALL CLAIMS, DAMAGES, LOSSES AND
EXPENSES ARISING OUT OF OR RESULTING THEREFROM.ALL DIMENSIONS MUST BE VERIFIED BY CONTRACTORAND OWNER MUST BE NOTIFIED OF ANYDISCREPANCIES BEFORE PROCEEDING WITH WORKPENNONI ASSOCIATES INC.117 East Piccadilly StreetWinchester, VA 22601T 540.667.2139F 540.665.0493 H&W CONSTRUCTION, INC.1025 MARTINSBURG PIKE | WINCHESTER, VA 22603REGULATORY COMPLIANCE SUMMARY - WATER QUANTITYCOSTELLO DRIVE SELF STORAGESELF STORAGE FACILITY0 COSTELLO DRIVE | WINCHESTER, VA 22604SHAWNEE MAGISTERIAL DISTRICTMS-19 Limits of Analysis @ Study Point #1
The Limits of Analysis Requirement per 9VAC25-870-66.B.4 is met by utilizing
9VAC25-870-66.B.3 to show compliance with the Channel Protection criteria.
MS-19 Channel Protection @ Study Point #1
The Channel Protection Requirement per 9VAC25-870-66.B.1.b is met by utilizing
9VAC25-870-66.B.3 to show compliance with the Channel Protection criteria.
The associated "Energy Balance Equation" is satisfied and no
further Channel Protection is required.
Natural Channel (Cobble Bottom / n=0.040)
Existing Channel Section
(NTS)
Storm Event
2 Yr. Storm
10 Yr. Storm
Peak Q
62.38 cfs
152.10 cfs
Flow Depth
0.88'
1.23'
Max. Velocity
2.87 fps
3.61 fps
Runoff Computations
D10 = 1.23'MS-19 Flood Protection @ Study Point #1
Flood Protection at the Study Point is met by
9VAC25-870-66.C.2.a, where the 10 yr. Post-Development Flow
(Q10 ) is confined within the Stormwater Conveyance System..
Study Point 1
65.81 Wide Surface
Custom Cross Section
See SWM Report
----BYNO.DATEREVISIONS09-20-2024 1 SITE PLAN REVISION - REVISED POND GRADING 9-20-2024
9-20-2024
10-21-20242SIGNATURE SUBMISSION10-21-2024
52'R
12'12'12'
S
W
M
E
S
M
T
.
SWM ESMT.SWM ESMT.679 09
676 35
INV
676 40
INV 676 01
INV
675 89
INV 667 25
INV
673 40
TW
680
690674
676
678
682
684
686
688
694
694
696
696 680690678682684686688702
670
678 85
EP
EP
683 33
EP
684 85
EP
687 16
EP
687 55
EP
684 89
EP
677 51
INV
670 00
INVEx. 3 - 8" ConduitsStorm MH Rim = 675.60
Inv. In= 668.85
Inv. In= 668.75
Ex. Dual 41' - 36"
HDPE @ 1.04%Ex. 137.43' - 60"
RCP @ 1.77%
Ex. 70.71' - 36"
RCP @ 1.15%
EX. 8" PVC
SAN. SEWER
@ 0.85%
Ex. Signs
21.05' - 36"
R
C
P
C
L
I
I
I
43.00' - 36
"
R
C
P
C
L
I
I
I 45.99' - 15" RCP CL III1
0
5
.
5
9
'
-
3
6
"
RCP
C
L
I
I
I
90.40' - 24" RCP CL III102
101
203204
202
201
103
PD 4" DIP21.05' - 36"
R
C
P
C
L
I
I
I
43.00' - 36
"
R
C
P
C
L
I
I
I 45.99' - 15" RCP CL III1
0
5
.
5
9
'
-
3
6
"
RCP
C
L
I
I
I
90.40' - 24" RCP CL III102
101
203204
202
201
103
PD 4" DIPTop Berm = 684.50'Top Berm = 684.50'WET POND
Level 1Lim
i
ts
o
f
Norma
l
Poo
l
@
WSE
=
675
.00
'
10'
W
i
d
e
S
a
f
e
t
y
B
e
n
c
h
Create "Wet Pond
Forebay", using a
Submerged
Gabion Weir
10'
W
i
d
e
A
q
u
a
t
i
c
B
e
n
c
h
FOREBAY
100 Yr. WSE =
682.19'AASee Sheet ## for "Wet
Pond Section A-A"
Impermeable Liner Limits
10 Yr. WSE = 679.77'
Normal Pool
Water Surface Elevation = 675.00'
Water Surface Area = 13,380 ft2
Actual Storage Depth = 4.00 ft
Provided Storage Volume = 30,323 ft3
Tv = Required Storage Volume = 27,888 ft3
PRINCIPAL RISER
·5' Ø Riser Crest Elevation = 681.00'
·Passes the 100 Yr - 24 Hr Storm Event,
While Providing at Least 2.0' Freeboard
·See Sheets ## & ## Principal Riser
Details for All Design Elevations
12" SCH. 40 PVC
(Reverse Sloped) &
VDOT Std. EW-1
20' - 4" DIP
Pond Drain 7651EP743:1
MAX 7836TC8063TC7710TC6826806806786766926863:1
MAX
692688690694684690694807379237621PR. R.O.W.PR. CG6PR. EP 50'R
50'RTIE INTO EX. EP;LAST 2' OF CURB TOBE NOSED DOWNTIE INTO EX. EP776'RPR. TEMPORARYCONSTRUCTION EASEMENTPR. 6' SHOULDER;4' PAVEDEX. UNDERGROUNDCOMMUNICATION TO BERELOCATED IN PR. 15' DRY UTILITYEASEMENT BEHIND PR. DITCH(DESIGN BY OTHERS)EX. UNDERGROUND TELEVISION TO BERELOCATED IN PR. 15' DRY UTILITY EASEMENTBEHIND PR. DITCH (DESIGN BY OTHERS)PR. RIGHT OF WAYDEDICATION8' CL II RIP RAPDEPTH = 3.6'PR. 15' DRY UTILITYEASEMENTPR. DI-3BPR. DI-3BPR. ES-1PR. EW-12PR. EW-123115" RCP CL III15" RCP CL III303215" RCP CL III33TOP=678.81TOP=680.88TOP=681.58INV=675.00WET POND SECTION A-A
HORIZONTAL SCALE: 1" = 50'
VERTICAL SCALE: 1" = 5'
655
660
665
670
675
680
685
690
695
700
655
660
670
680
690
700
7+50 8+00697.7697.70696.6696.639+00694.3694.29691.9691.9010+00693.0693.02690.1690.0511+00678.2678.20671.4671.4312+00677.0676.9712+50
FIN. GRADE
100 Yr. WSE = 682.19'
Top of Berm = 684.50'
10 Yr. WSE = 679.77'
25 Yr. WSE = 681.36'09+40 = Limits of the Permanent Pool = 675.0010' (W) Safety
Bench @ 2% Slope
EX. GRADE
EX. GRADE
FIN. GRADE
(3:1 SLOPE)
Principal Spillway
(Shown Reference Only.
See Storm Profile 101 - 102)
Construct Pond Liner to
10 Yr. WSE @ Minimum
(See Impermeable Liner
Note, Sh. ##)
28"
Freeboard
42" from Riser
Top to Berm Top
1 Yr. WSE = 677.27'
2 Yr. WSE = 677.55'09+30 = Upper Limits of Safety Bench = 675.20'09+50 = Lower Limits of Aquatic Bench = 674.80'10+52 = Limits of the Permanent Pool = 675.0009+42 = Lower Limits of Aquatic Bench = 674.80'10+62 = Upper Limits of Safety Bench = 675.20'Permanent Pool WSE = 675.00'
10' (W) Aquatic
Bench @ 2% Slope
8' Min. Top Width
10' (W) Aquatic
Bench @ 2% Slope
10' (W) Safety
Bench @ 2% Slope
FIN. GRADE
(3:1 SLOPE)
WET POND SECTION A-A
HORIZONTAL SCALE: 1" = 50'
VERTICAL SCALE: 1" = 5'
655
660
665
670
675
680
685
690
695
700
655
660
670
680
690
700
7+50 8+00697.7697.70696.6696.639+00694.3694.29691.9691.9010+00693.0693.02690.1690.0511+00678.2678.20671.4671.4312+00677.0676.9712+50
FIN. GRADE
100 Yr. WSE = 682.19'
Top of Berm = 684.50'
10 Yr. WSE = 679.77'
25 Yr. WSE = 681.36'09+40 = Limits of the Permanent Pool = 675.0010' (W) Safety
Bench @ 2% Slope
EX. GRADE
EX. GRADE
FIN. GRADE
(3:1 SLOPE)
Principal Spillway
(Shown Reference Only.
See Storm Profile 101 - 102)
Construct Pond Liner to
10 Yr. WSE @ Minimum
(See Impermeable Liner
Note, Sh. ##)
28"
Freeboard
42" from Riser
Top to Berm Top
1 Yr. WSE = 677.27'
2 Yr. WSE = 677.55'09+30 = Upper Limits of Safety Bench = 675.20'09+50 = Lower Limits of Aquatic Bench = 674.80'10+52 = Limits of the Permanent Pool = 675.0009+42 = Lower Limits of Aquatic Bench = 674.80'10+62 = Upper Limits of Safety Bench = 675.20'Permanent Pool WSE = 675.00'
10' (W) Aquatic
Bench @ 2% Slope
8' Min. Top Width
10' (W) Aquatic
Bench @ 2% Slope
10' (W) Safety
Bench @ 2% Slope
FIN. GRADE
(3:1 SLOPE)U:\Accounts\HWCNX\HWCNX20005 - Costello Dr Self Storage-TMP 64-((10)-3\DESIGN\_SHEETS\SDP\REVISIONS\CS6010.dwg PLOTTED: 9/20/2024 10:29 AM, BY: Brendan Snell PLOTSTYLE: Pennoni NCS.stb PROJECT STATUS: SITE DEVELOPMENT PLANCS6010 BYNO.DATEREVISIONSWICKG21005
AS SHOWN
TEAM
10-27-2021
JKM
SHEET
APPROVED BY
OF29 46
DRAWN BY
DRAWING SCALE
DATE
PROJECT
ALL DOCUMENTS PREPARED BY PENNONI ASSOCIATES
ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE
PROJECT. THEY ARE NOT INTENDED OR REPRESENTED
TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON
THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER
PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION
OR ADAPTATION BY PENNONI ASSOCIATES FOR THE
SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS
SOLE RISK AND WITHOUT LIABILITY OR LEGAL
EXPOSURE TO PENNONI ASSOCIATES; AND OWNER
SHALL INDEMNIFY AND HOLD HARMLESS PENNONI
ASSOCIATES FROM ALL CLAIMS, DAMAGES, LOSSES AND
EXPENSES ARISING OUT OF OR RESULTING THEREFROM.ALL DIMENSIONS MUST BE VERIFIED BY CONTRACTORAND OWNER MUST BE NOTIFIED OF ANYDISCREPANCIES BEFORE PROCEEDING WITH WORKPENNONI ASSOCIATES INC.117 East Piccadilly StreetWinchester, VA 22601T 540.667.2139F 540.665.0493NORTH ---- H&W CONSTRUCTION, INC.1025 MARTINSBURG PIKE | WINCHESTER, VA 22603WET POND PLAN & WET POND SECTION A-ACOSTELLO DRIVE SELF STORAGESELF STORAGE FACILITY0 COSTELLO DRIVE | WINCHESTER, VA 22604SHAWNEE MAGISTERIAL DISTRICT00 30'60'WET POND - PLAN VIEW
Scale: 1" = 30'BYNO.DATEREVISIONS09-20-2024 1 SITE PLAN REVISION - REVISED POND GRADING 9-20-2024
9-20-2024
10-21-20242SIGNATURE SUBMISSION10-21-2024
Wet Pond - Principal Riser Section
Not to Scale
Trash Rack (See Note 6)
Earthen Berm
(See Note 4)
9' Ø x 1.75' Thick Conc.
Base (See Note 1)3:1 Side Slope3
:
1
S
i
d
e
S
l
o
p
e
Hand Wheel w/
Restrained Stem,
(Place Accessibly)
Ex. Grade
Proposed Outlet Protection
(See Table Sheet 36)
Top of Embankment = 684.50
90.40' - 24" RCP CL. III @ 1.11%
(See Note 5)
Notes:
1.Concrete Base & Inside Concrete Fill Provide Anti- Floatation Anchoring.
Embed the Principal Riser at least 6" into the Concrete Base. (See Plate
3.14-14, Sheet 10).
2.Note 2 is intentionally omitted.
3.Connect the Concrete Slab Elevating the VDOT Std. EW-1, Using 1" Ø Steel
Rod Dowel @ 6" O.C.
4.See "Earthen Embankments Note" on Sheet 30 for further guidance relative to
construction of the Embankment, including the Cutoff Trench
5.Install the Riser Outfall Pipe per ASTM C-361 (Rubber Gaskets W.T. Joints)
6.Plastic Solutions Inc. Round Series Trash Rack, Part #RS 60 (Bolted to
Structure W/ 2" SS Anchor Bolts) (See Detail, Sheet 30)
Fill Riser to Flow
Line w/ 2.0' Concrete
Wet Pond- Principal Riser Plan
Not to Scale
90.40' - 24" RCP CL. III @ 1.11%
(See Note 5)
Plastic Solutions Inc. Round Series
Trash Rack, Part # = RS 60
(Not Shown, See Detail Sh. 30)
Wet Pond - Principal Riser Elevation
Not to Scale
20' - 4" DIP Pond Drain
90.40' - 24" RCP
CL. III @ 1.11%
(See Note 5)
Rectangular Weir
[48" (W) x 48" (H)]
Plastic Solutions Inc.
Round Series Trash Rack,
Part # = RS 60
(See Detail Sheet 30)
6" Minimum Wall Thickness
6" Minimum Wall Thickness
Note:
All References to Note Numbers in this Detail are shown
on the "Wet Pond Principal Riser Section", on this Sheet.
Inv. = 671.00'
Wet Pond Details for Plan Sheets
8' Embankment
Permanent Pool W.S.E. = 675.00'
Principal Riser Bottom = 669.00'
9' Ø x 1.75" Thick Conc.
Base (See Note 1)
Rectangular Weir
[36" (W) x 24" (H)]
25' - 12" SCH 40 PVC
(Reverse Sloped)
Fill Riser w/ 2.0' Concrete
to the Flow Line
Rectangular Weir
[36" (W) x 24" (H)]
Rectangular Weir
[48" (W) x 48" (H)]
℄Weir O
p
e
ni
n
g
s
25' - 12" SCH 40 PVC
(Reverse Sloped)
Note:
All References to Note Numbers in this Detail are shown
on the "Wet Pond Principal Riser Section", on this Sheet.
Principal Riser Crest = 681.00'
Rectangular Weir = 677.00'
[48" (W) x 48" (H)]
Rectangular Weir = 675.00'
[36" (W) x 24" (H)]
20' - 4" D.I.P. Pond Drain
(Install w/ Intake Guard
Strapped to End of Pipe)
5' Ø Riser Structure
per AASHTO M199
4" Gate Valve
(Typ. Closed)
5' Ø Riser
Structure per
AASHTO M199
60°
15°℄Weir Openings℄Weir Open
ings
VDOT Std. EW-1
(Anchor EW-1 to Conc.
Slab - See Note 3)
Inv. = 671.00'
Place a 2' x 2' x 6" Conc.
Slab (To Support End of
Pipe and Intake Guard)
Inv. = 672.00'
25'
-
1
2
"
S
C
H
4
0
P
V
C
(R
e
v
e
r
s
e
S
l
o
p
e
d
)
Footing Bottom = 667.25'U:\Accounts\HWCNX\HWCNX20005 - Costello Dr Self Storage-TMP 64-((10)-3\DESIGN\_SHEETS\SDP\REVISIONS\CS6011.dwg PLOTTED: 9/20/2024 10:30 AM, BY: Brendan Snell PLOTSTYLE: Pennoni NCS.stb PROJECT STATUS: SITE DEVELOPMENT PLANCS6011 BYNO.DATEREVISIONSWICKG21005
AS SHOWN
TEAM
12-13-2021
JKM
SHEET
APPROVED BY
OF30 46
DRAWN BY
DRAWING SCALE
DATE
PROJECT
ALL DOCUMENTS PREPARED BY PENNONI ASSOCIATES
ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE
PROJECT. THEY ARE NOT INTENDED OR REPRESENTED
TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON
THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER
PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION
OR ADAPTATION BY PENNONI ASSOCIATES FOR THE
SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS
SOLE RISK AND WITHOUT LIABILITY OR LEGAL
EXPOSURE TO PENNONI ASSOCIATES; AND OWNER
SHALL INDEMNIFY AND HOLD HARMLESS PENNONI
ASSOCIATES FROM ALL CLAIMS, DAMAGES, LOSSES AND
EXPENSES ARISING OUT OF OR RESULTING THEREFROM.ALL DIMENSIONS MUST BE VERIFIED BY CONTRACTORAND OWNER MUST BE NOTIFIED OF ANYDISCREPANCIES BEFORE PROCEEDING WITH WORKPENNONI ASSOCIATES INC.117 East Piccadilly StreetWinchester, VA 22601T 540.667.2139F 540.665.0493 ---- H&W CONSTRUCTION, INC.1025 MARTINSBURG PIKE | WINCHESTER, VA 22603WET POND DETAILS & NARRATIVESCOSTELLO DRIVE SELF STORAGESELF STORAGE FACILITY0 COSTELLO DRIVE | WINCHESTER, VA 22604SHAWNEE MAGISTERIAL DISTRICTVA DCR Stormwater Design Specification No. 14, Wet Pond, Ver. 2.0 January 1, 2013
SECTION 8: CONSTRUCTION
8.1 Construction Sequence
The following is a typical construction sequence to properly install a wet pond. The steps
may be modified to reflect different wet pond designs, site conditions, and the size,
complexity and configuration of the proposed facility.
Step 1: Use of Wet Pond as an E&S Control. A wet pond may serve as a sediment basin
during project construction. If this is done, the volume should be based on the more
stringent sizing rule (erosion and sediment control requirement vs. water quality
treatment requirement). Installation of the permanent riser should be initiated during the
construction phase, and design elevations should be set with final cleanout of the
sediment basin and conversion to the post-construction wet pond in mind. The bottom
elevation of the wet pond should be lower than the bottom elevation of the temporary
sediment basin. Appropriate procedures should be implemented to prevent discharge of
turbid waters when the basin is being converted into a wet pond.
Step 2: Stabilize the Drainage Area. Wet ponds should only be constructed after the
contributing drainage area to the pond is completely stabilized. If the proposed pond site
will be used as a sediment trap or basin during the construction phase, the construction
notes should clearly indicate that the facility will be de-watered, dredged and re-graded
to design dimensions after the original site construction is complete.
Step 3: Assemble Construction Materials on-site, make sure they meet design
specifications, and prepare any staging areas.
Step 4: Install E&S Controls prior to construction, including temporary de-watering
devices and stormwater diversion practices. All areas surrounding the pond that are
graded or denuded during construction must be planted with turf grass, native plantings,
or other approved methods of soil stabilization.
Step 5: Clear and Strip the project area to the desired sub-grade.
Step 6: Excavate the Core Trench and Install the Spillway Pipe.
Step 7: Install the Riser or Outflow Structure, and ensure the top invert of the overflow
weir is constructed level at the design elevation.
Step 8: Construct the Embankment and Any Internal Berms in 8- to 12-inch lifts, or as
directed by geotechnical recommendations, and compact as required with appropriate
equipment.
Step 9: Excavate/Grade until the appropriate elevation and desired contours are
achieved for the bottom and side slopes of the pond.
Step 10: Construct the Emergency Spillway in cut or structurally stabilized soils.
Step 11: Install Outlet Protection, including emergency and primary outlet apron
protection.
Step 12: Stabilize Exposed Soils with temporary seed mixtures appropriate for the pond
buffer. All areas above the normal pool elevation should be permanently stabilized by
hydroseeding or seeding over straw.
Step 13: Plant the Pond Buffer Area, following the pond landscaping plan (Section 6.7).
8.2 Construction Inspection
Multiple inspections are critical to ensure that stormwater ponds are properly
constructed.
·Inspections are recommended during the following stages of construction:
·Pre-construction meeting
·Initial site preparation (including installation of E&S controls)
·Excavation/Grading (interim and final elevations)
·Installation of the embankment, the riser/primary spillway, and the outlet structure
·Implementation of the pond landscaping plan and vegetative stabilization
·Final inspection (develop a punchlist for facility acceptance)
Upon final inspection and acceptance, the GPS coordinates for all wet ponds should be
logged for entry into the VSMP Authority’s BMP maintenance tracking data base.
A construction phase inspection checklist for Wet Ponds can be accessed at the end of
this specification.
VA DEQ Stormwater Design Specification Introduction: Appendix A: Earthen Embankment
SECTION A-7: Design Criteria
A geotechnical engineering study should evaluate the stability of the proposed
embankment and should consist of (1) a site investigation, (2) laboratory testing, and (3)
an engineering analysis.
1.A field investigation should include the review of available soils information and a
subsurface exploration. Test borings, test pits, or both, should be used to evaluate the
foundations, abutments, borrow materials, reservoir area, embankment design and any
other pertinent geological considerations. In areas underlain by Karst limestone, a
subsurface profile using seismic or sonar technology should be considered to verify
that subsurface anomalies do not exist. This type of subsurface investigation may also
be recommended in areas known to have been previously mined for mineral
extractions.
2.Laboratory testing should be completed to evaluate the various soils. At a minimum,
an index property test should be completed to classify the soils following the Unified
Soil Classification System. Shear strength, compressibility, and permeability testing
may be required depending upon the size and complexity of the embankment and the
nature of the site’s subsurface conditions.
3.A geotechnical engineer should do an engineering analysis and present his or her
findings, recommendations and comments on items such as: foundation materials and
preparation; design of interior drainage features and filters; and geotechnical design of
conduits/structures through the embankment, including seepage and stability analyses.
The engineer should also provide a summary describing the soil types and rock strata
encountered and explaining the laboratory tests and their results.
VA DCR Stormwater Design Specification No. 14, Wet Pond, Ver. 2.0 January 1, 2013
SECTION 6: DESIGN CRITERIA
6.4 Required Geotechnical Testing
Soil borings should be conducted within the footprint of the proposed embankment, in the
vicinity of the proposed outlet structure, and in at least two locations within the proposed
wet pond treatment area.
Soil boring data is needed to (1) determine the physical characteristics of the excavated
material to determine its adequacy as structural fill or other use, (2) determine the need
and appropriate design depth of the embankment cut-off trench; (3) provide data for
structural designs of the outlet works (e.g., bearing capacity and buoyancy), (4) determine
the depth to groundwater and bedrock and (5) evaluate potential infiltration losses (and the
potential need for a liner).
Guidance on soil explorations in general can be found in Appendix 8-A of Stormwater
Design Specification No. 8 (Infiltration).
Wet Pond Impermeable Liner Note
The Detention Facility shall be lined with an impermeable liner (30 mil PVC Geo-Membrane Liner
covered by 8 to 12 oz./sy Non Woven Geo-Textile) including bottom and sides up to the 10 Yr
WSE for Detention Facilities. Contractor may utilize clay liner provided the liner is with an 18-inch
thick layer of low permeability clay soil (Classified as CL or CH in accordance with Unified Soil
Classification System.) Any hard rock encountered at or above the pond elevation shall be over
excavated at least 18 Inches below the planned bottom elevation to allow for construction of the
18-inch thick clay liner. All material placed as a clay liner shall be compacted to at least 95% of
the maximum dry density and within minus 1% and Plus 3% of the optimum moisture content as
determined by the standard proctor method (AASHTO T-99).BYNO.DATEREVISIONS09-20-2024 1 SITE PLAN REVISION - REVISED POND GRADING 9-20-2024
9-20-2024
10-21-20242SIGNATURE SUBMISSION10-21-2024
STRM 101 TO 103
HORIZONTAL SCALE: 1" = 50'
VERTICAL SCALE: 1" = 5'
660
665
670
675
680
685
690
695
700
705
660
670
680
690
700
WATR XING STA. 9+82.85PVC INV=662.9525' - 12" PVC SCH-40 @ -12.00%
9+50675.010+00672.0675.29688.5680.0911+00693.5673.95695.012+00694.7696.713+00 13+50RIM=681.00102 - RISER STRUCTURE 5' DIAINV OUT 671.00 (101)INV OUT 671.00 (PD)10+87.90EX. GRADE
FIN. GRADE
(3:1 CUT SLOPE)
OUTLET PROTECTION APRON
DO NOT FILL IN CHANNEL TO
CREATE APRON, EXCAVATE APRON
TO DAYLIGHT AND PLACE RIPRAP
(SEE OUTLET PROTECTION
CALCULATIONS TABLE, SH. 36)
90' - 24" RCP CL III @
1
.
1
1
%RIM=673.36103 - VDOT STD. EW-1 (24")INV OUT 672.00 (102)11+12.90PRINCIPAL RISER
(See Sh. ## For Principal Riser
Section, Elevation & Plan)
Perm. Pool WSE = 675.00'101 - VDOT STD. EW-1 (24")INV 670.00 (102)9+97.50FIN. GRADE
(3:1 SLOPE)
40" CLEAR
20' - 4" DIP @ 0.00%
STRM 201 TO 204
HORIZONTAL SCALE: 1" = 50'
VERTICAL SCALE: 1" = 5'
665
670
675
680
685
690
695
700
665
670
680
690
700
EX. SSWR XING STA. 10+82.85PVC INV=668.519+00691.6691.59686.4686.3510+00680.6680.61676.1676.0711+00677.7677.68681.1681.0712+00680.8680.8012+50RIM=685.06202 - DI-3B (L=6' RT)INV IN 676.90 (203)INV IN 676.90 (211)INV OUT 676.90 (201)11+05.59201 - ES-1 (36")INV 675.00 (202)10+00204 - ES-1 (36")INV 677.50 (203)11+69.57RIM=685.17203 - DI-3C (L=8')INV IN 677.30 (204)INV OUT 677.30 (202)11+48.59FIN. GRADE
EX. GRADE
106' - 36" RC
P
C
L
I
I
I
@ 1.80%
43' - 36"
RCP CL III
@ 0.93%
21' - 36"
RCP CL III
@ 0.95%
OUTLET PROTECTION APRON
(SEE OUTLET PROTECTION
CALCULATIONS TABLE, SH. 36)
GABION BASKET WEIR
(SEE DETAILS, SH. 36)
STRM 301 TO 304
HORIZONTAL SCALE: 1" = 50'
VERTICAL SCALE: 1" = 5'
675
680
685
690
695
700
705
710
675
680
690
700
710
WATR XING STA. 10+62.648" DIP INV=689.74EX. GRADE
FIN. GRADE
9+50683.6683.6210+00683.1683.06686.2686.2411+00687.3687.30685.7685.6712+00RIM=697.31303 - DI-4CC (L=8')INV IN 685.00 (304)INV OUT 684.80 (302)10+85.14RIM=697.16302 - DI-4CC (L=8')INV IN 684.20 (303)INV OUT 684.00 (301)10+40.14301 - ES-1 (36")INV 683.00 (302)10+00304 - ES-1 (36")INV OUT 685.50 (303)11+29.3540' - 36" R
C
P
C
L
I
I
I
@ 2.49%
45' - 36" RCP CL
I
I
I
@ 1.33%
44' - 36" RCP CL III
@ 1.13%
OUTLET PROTECTION APRON
(SEE OUTLET PROTECTION
CALCULATIONS TABLE, SH. 36)
19"
CLEAR
STRM 202 TO 211
HORIZONTAL SCALE: 1" = 50'
VERTICAL SCALE: 1" = 5'
665
670
675
680
685
690
695
700
665
670
680
690
700
APPROX. EX. WATR XING STA. 10+31.2812" DIP INV=674.849+50 10+00679.1679.0811+00RIM=683.07211 - DI-3B (L=6' RT)INV OUT 678.10 (202)10+45.99FIN.
GRADE
EX.
GRADE
18" MIN
CLEARRIM=685.06202 - DI-3B (L=6' RT)INV IN 676.90 (203)INV IN 676.90 (211)INV OUT 676.90 (201)10+0046' -
15" RCP CL III
@ 2.61%TEST PIT REQ. - STA. 10+31.39CONTRACTOR TO
ADJUST VERTICAL TO
ENSURE 18" MIN.
CLEAR TO STORM
PIPE OR AS DIRECTED
BY THE FREDERICK
WATER INSPECTOR.U:\Accounts\HWCNX\HWCNX20005 - Costello Dr Self Storage-TMP 64-((10)-3\DESIGN\_SHEETS\SDP\REVISIONS\CS6100.dwg PLOTTED: 9/20/2024 10:30 AM, BY: Brendan Snell PLOTSTYLE: Pennoni NCS.stb PROJECT STATUS: SITE DEVELOPMENT PLANCS6100 BYNO.DATEREVISIONSWICKG21005
AS SHOWN
TEAM
10-27-2021
JKM
SHEET
APPROVED BY
OF34 46
DRAWN BY
DRAWING SCALE
DATE
PROJECT
ALL DOCUMENTS PREPARED BY PENNONI ASSOCIATES
ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE
PROJECT. THEY ARE NOT INTENDED OR REPRESENTED
TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON
THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER
PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION
OR ADAPTATION BY PENNONI ASSOCIATES FOR THE
SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS
SOLE RISK AND WITHOUT LIABILITY OR LEGAL
EXPOSURE TO PENNONI ASSOCIATES; AND OWNER
SHALL INDEMNIFY AND HOLD HARMLESS PENNONI
ASSOCIATES FROM ALL CLAIMS, DAMAGES, LOSSES AND
EXPENSES ARISING OUT OF OR RESULTING THEREFROM.ALL DIMENSIONS MUST BE VERIFIED BY CONTRACTORAND OWNER MUST BE NOTIFIED OF ANYDISCREPANCIES BEFORE PROCEEDING WITH WORK00 50'100'PENNONI ASSOCIATES INC.117 East Piccadilly StreetWinchester, VA 22601T 540.667.2139F 540.665.0493 H&W CONSTRUCTION, INC.1025 MARTINSBURG PIKE | WINCHESTER, VA 22603STORM SEWER PROFILESCOSTELLO DRIVE SELF STORAGESELF STORAGE FACILITY0 COSTELLO DRIVE | WINCHESTER, VA 22604SHAWNEE MAGISTERIAL DISTRICT----BYNO.DATEREVISIONS09-20-2024 1 SITE PLAN REVISION - REVISED POND GRADING 9-20-2024
9-20-2024
10-21-20242SIGNATURE SUBMISSION10-21-2024
STORAGE FAC
I
L
I
T
Y
P
A
D
9,450 FT2
STORAGE FACI
L
I
T
Y
P
A
D
15,750 FT
2
2-LEVEL TOTAL
S
T
O
R
A
G
E
3
1
,
5
0
0
F
T
2
STORAGE FAC
I
L
I
T
Y
P
A
D
15,750 FT
2
2-LEVEL TOTAL
S
T
O
R
A
G
E
3
1
,
5
0
0
F
T
2
BOLLARD (TYP.
)PROP. FENCELOWER FFE =
6
9
8
.
0
0
'
UPPER FFE = 7
0
8
.
0
0
'
LOWER FFE =
7
0
8
.
0
0
'
UPPER FFE = 7
1
8
.
0
0
'
SLAB FFE = 71
8
.
0
0
'
25' X 40'
OFFICE
8'18' TYP.10'
TYP
KIOSK
3' GATE
KIOSK20' GATE5
KIOSK
3' GATE
KIOSK
20' GATEFUTURE STORAGE FAC
I
L
I
T
Y
P
A
D
15,750 FT
2
FUTURE STORAGE FAC
I
L
I
T
Y
P
A
D
15,750 FT
2
SLAB FFE = 71
8
.
0
0
'
SLAB FFE = 71
7
.
5
0
'
Bio-Retention A
Bio-Retention B
SWM ESMT.
SWM ESMT.
SWM ESMT.SWM ESMT.SWM ESMT.120lf Variable Height Retaining
Wall (Structural Design By Others)
Screening
Buffer Esmt.
Screening
Buffer Esmt.S 23°29'40" W 637.26'45.79'45.29'PROP. 5' CONC.
S
I
D
E
W
A
L
K
TW=691.20
BW=690.70
TW=700.00
BW=699.00TW=699.30
BW=695.00
VDOT HR-1 TYP
E
I
I
PEDESTIAN RA
I
L
I
N
G
694 93
725 32
715 04700710
720720696698702704706
708
712714714716716718718722722724724726
726
700
692
694
696
698
702
704
720720 714714
716
716
71871
8
722
722
72
4
724
7
1
0
710
70
2
70470670
8
71
2
712
71
4
714
716
716 7006
9
8
702704706
690
692
694
696
6
9
8
700
70
2704
706690
700
692
694
696
698
702
704
706
708690700
699.23
700.08 700.74
701.81
702.74
703.40
703.64
703.62700.91
702.69
698.09
699.62
PROP. 20' PRIVATE SAN. SWR ES
MT.
TP
10+0010+89
10+00
11+00
12+00
13+00
14+00
15+0015+1535' BRL
20' Wide Sewer Esmt.
DB 838 PG 1476
30' Wide W/L & Sewer Esmt.
DB 838 PG 1476
Ex. Metal Fence
Ex. Transformer
Ex. Chainlink Fence
T.M. 64-A-88
Winchester Regional Airport Authority
Zone: RA Use: Airport
DB 423 PG 30 See DB 800 PG 1693
20' Wide W/L Esmt.
DB 795 PG 340
Community Center
One Story Block Bldg.
Ex. 12" PVC W/L
Ex. 16" DI W/L
3 - WV's
1 - WV
Costello Dr. (R
t
e
1
3
6
7
)
80' R/W
35 MPH POS
T
E
D
S
P
D
L
M
T
DB 955 PG 15
2
Road Class: L
o
c
a
l
ADT: 2,600
LANDSCAPE
S
C
R
E
E
N
A
LANDSCAPE SCREEN BWALL USED
F
O
R
S
C
R
E
E
N
I
N
G
(137.5 LF)
LANDSCAPE
S
C
R
E
E
N
C LANDSCAPE SCREEN D30 LFENTRANCESCREENING BU
F
F
E
R
E
S
M
T
SCREENING
BUFFER
ESMT
Bio-Retention A
Bio-Retention B
Wet Pond
S
W
M
E
S
M
T
.SWM ESMT.40
INV 676 01
INV
680
690674
676
678
682
684
686
688
694
694
696
696 69068268468668835' BRL34+0025' VEG.
BUFFER
Top Berm = 684.50'Top Berm = 684.50'100 Yr. WSE =
682.19'AImpermeable Liner Limits
10 Yr. WSE = 679.77'
3:1
MAX 8063TC6826806806786926863:1
MAX
69268869069468469069480737923PR. R.O.W.TIE INTO EX. EP;LAST 2' OF CURB TOBE NOSED DOWN776'RPR. TEMPORARYCONSTRUCTION EASEMENTEX. UNDERGROUNDCOMMUNICATION TO BERELOCATED IN PR. 15' DRY UTILITYEASEMENT BEHIND PR. DITCH(DESIGN BY OTHERS)EX. UNDERGROUND TELEVISION TO BERELOCATED IN PR. 15' DRY UTILITY EASEMENTBEHIND PR. DITCH (DESIGN BY OTHERS)PR. RIGHT OF WAYDEDICATION8' CL II RIP RAPDEPTH = 3.6'PR. 15' DRY UTILITYEASEMENTPR. DI-3BPR. ES-115" RCP CL III15" RCP CL III3215" RCP CL III33TOP=680.88TOP=681.58U:\Accounts\HWCNX\HWCNX20005 - Costello Dr Self Storage-TMP 64-((10)-3\DESIGN\_SHEETS\SDP\REVISIONS\CS7000.dwg PLOTTED: 9/20/2024 10:31 AM, BY: Brendan Snell PLOTSTYLE: Pennoni NCS.stb PROJECT STATUS: SITE DEVELOPMENT PLANCS7000 BYNO.DATEREVISIONSWICKG21005
AS SHOWN
TEAM
10-27-2021
JKM
SHEET
APPROVED BY
OF39 46
DRAWN BY
DRAWING SCALE
DATE
PROJECT
ALL DOCUMENTS PREPARED BY PENNONI ASSOCIATES
ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE
PROJECT. THEY ARE NOT INTENDED OR REPRESENTED
TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON
THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER
PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION
OR ADAPTATION BY PENNONI ASSOCIATES FOR THE
SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS
SOLE RISK AND WITHOUT LIABILITY OR LEGAL
EXPOSURE TO PENNONI ASSOCIATES; AND OWNER
SHALL INDEMNIFY AND HOLD HARMLESS PENNONI
ASSOCIATES FROM ALL CLAIMS, DAMAGES, LOSSES AND
EXPENSES ARISING OUT OF OR RESULTING THEREFROM.ALL DIMENSIONS MUST BE VERIFIED BY CONTRACTORAND OWNER MUST BE NOTIFIED OF ANYDISCREPANCIES BEFORE PROCEEDING WITH WORK00 30'60'PENNONI ASSOCIATES INC.117 East Piccadilly StreetWinchester, VA 22601T 540.667.2139F 540.665.0493NORTH H&W CONSTRUCTION, INC.1025 MARTINSBURG PIKE | WINCHESTER, VA 22603LANDSCAPE PLANCOSTELLO DRIVE SELF STORAGESELF STORAGE FACILITY0 COSTELLO DRIVE | WINCHESTER, VA 22604SHAWNEE MAGISTERIAL DISTRICTPROP. SHADE TREE
PROP. EVG. TREE
PROP. SHRUBS
PROP. PLANT LABEL
LANDSCAPE LEGEND
PROP. HERBACEOUS
PLANTINGS
WET POND LANDSCAPE PLAN
SCALE: 1" = 30'
----BYNO.DATEREVISIONS09-20-2024 1 SITE PLAN REVISION - REVISED POND GRADING 9-20-2024
9-20-2024
10-21-20242SIGNATURE SUBMISSION10-21-2024
U:\Accounts\HWCNX\HWCNX20005 - Costello Dr Self Storage-TMP 64-((10)-3\DESIGN\_SHEETS\SDP\REVISIONS\CS7500.dwg PLOTTED: 9/20/2024 10:31 AM, BY: Brendan Snell PLOTSTYLE: Pennoni NCS.stb PROJECT STATUS: SITE DEVELOPMENT PLANCS7500 BYNO.DATEREVISIONSWICKG21005
AS SHOWN
TEAM
10-27-2021
JKM
SHEET
APPROVED BY
OF40 46
DRAWN BY
DRAWING SCALE
DATE
PROJECT
ALL DOCUMENTS PREPARED BY PENNONI ASSOCIATES
ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE
PROJECT. THEY ARE NOT INTENDED OR REPRESENTED
TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON
THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER
PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION
OR ADAPTATION BY PENNONI ASSOCIATES FOR THE
SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS
SOLE RISK AND WITHOUT LIABILITY OR LEGAL
EXPOSURE TO PENNONI ASSOCIATES; AND OWNER
SHALL INDEMNIFY AND HOLD HARMLESS PENNONI
ASSOCIATES FROM ALL CLAIMS, DAMAGES, LOSSES AND
EXPENSES ARISING OUT OF OR RESULTING THEREFROM.ALL DIMENSIONS MUST BE VERIFIED BY CONTRACTORAND OWNER MUST BE NOTIFIED OF ANYDISCREPANCIES BEFORE PROCEEDING WITH WORKPENNONI ASSOCIATES INC.117 East Piccadilly StreetWinchester, VA 22601T 540.667.2139F 540.665.0493 H&W CONSTRUCTION, INC.1025 MARTINSBURG PIKE | WINCHESTER, VA 22603LANDSCAPE NOTES AND DETAILSCOSTELLO DRIVE SELF STORAGESELF STORAGE FACILITY0 COSTELLO DRIVE | WINCHESTER, VA 22604SHAWNEE MAGISTERIAL DISTRICTGENERAL CONDITIONS:LANDSCAPE CALCULATIONS:
LANDSCAPED AREA/ OPEN SPACE CALCULATIONS
TOTAL SITE AREA 252,255.04 SF
LANDSCAPED AREA / OPEN SPACE
REQUIRED 37,838.26 SF (15.00%)
LANDSCAPED AREA / OPEN SPACE
PROVIDED 84,421.77 SF (33.47%)
SCOPE OF WORK
THE LANDSCAPE CONTRACTOR SHALL PROVIDE ALL MATERIALS, LABOR AND EQUIPMENT TO COMPLETE ALL LANDSCAPE WORK AS SHOWN
ON THE PLANS AND SPECIFICATIONS.
NOTE: IF THE CONTRACTOR BIDS ACCORDING TO THE PLANT LIST, HE/SHE SHOULD THOROUGHLY CHECK THE PLANT LIST QUANTITIES WITH
THE SYMBOLS DRAWN ON THE PLAN, TOP BE SURE THERE ARE NO DISCREPANCIES. IF THERE IS A DISCREPANCY BETWEEN THE DRAWING
AND THE LIST ON THE PLANS, THE DRAWING TAKES PRECEDENCE.
STANDARDS
A.ALL PLANT MATERIAL WILL CONFORM TO THE CURRENT ISSUE OF THE AMERICAN STANDARD FOR NURSERY STOCK PUBLISHED BY THE
AMERICAN NURSERY & LANDSCAPE ASSOCIATION (ANLA).
B.PLANT MATERIAL MUST BE SELECTED FROM NURSERIES THAT HAVE BEEN INSPECTED AND CERTIFIED BY STATE PLANT INSPECTORS.
C.COLLECTED MATERIAL MAY BE USED ONLY WHEN APPROVED BY OWNER'S REPRESENTATIVE.
D.NOMENCLATURE WILL BE IN ACCORDANCE WITH HORTUS III BY L.H. BAILEY.
SUBSTITUTIONS:PRE-BID
IT IS THE LANDSCAPE CONTRACTOR'S RESPONSIBILITY TO MAKE EVERY REASONABLE EFFORT TO FIND THE MATERIAL SPECIFIED BY THE
ARCHITECT. THE LANDSCAPE CONTRACTOR MAY OFFER SUBSTITUTIONS TO THE LANDSCAPE ARCHITECT FOR HIS/HER CONSIDERATION.
THE LANDSCAPE CONTRACTOR WILL NOTIFY THE LANDSCAPE ARCHITECT IF THERE ARE KNOWN DISEASES OR INSECT RESISTANT SPECIES
THAT CAN BE SUBSTITUTED FOR A SELECTED PEST-PRONE PLANT. THE CONTRACTOR SHALL SUBMIT A BASE BID AS PER PLAN PLUS PRICE
CLARIFICATIONS FOR ALL RECOMMENDED SUBSTITUTIONS.
SUBSTITUTIONS:POST-BID
IT IS THE INTENT TO ELIMINATE POST-BID SUBSTITUTIONS. HOWEVER, IN THE EVENT THAT THE CONTRACT MATERIAL HAS BECOME
UNAVAILABLE, AN APPROPRIATE SUBSTITUTION MUST BE APPROVED BY THE OWNER'S REPRESENTATIVE.
UTILITIES AND UNDERGROUND FEATURES
THE LANDSCAPE CONTRACT SHALL NOTIFY UTILITY COMPANIES AND/OR THE GENERAL CONTRACTOR IN ADVANCE OF CONSTRUCTION TO
LOCATE UTILITIES.
A.IF THERE IS A CONFLICT WITH THE UTILITIES AND THE PLANTING, THE LANDSCAPE ARCHITECT SHALL BE RESPONSIBLE FOR
RELOCATING PLANTS PRIOR TO THE PLANTING PROCESS. ANY COST DUE TO RELOCATING AFTER PLANTING SHALL BE BORNE BY THE
OWNER.
DRAINAGE
IF PLANTS ARE TO BE INSTALLED IN AREAS THAT SHOW OBVIOUS POOR DRAINAGE, AND THE PLANTS ARE INAPPROPRIATE FOR THAT
CONDITION, THE LANDSCAPE CONTRACTOR SHALL BE RELOCATED, THE CONTRACT SHALL BE ADJUSTED TO ALLOW FOR DRAINAGE
CORRECTION AT A NEGOTIATED COST, OR THE PLANT SELECTION MODIFIED BY THE LANDSCAPE ARCHITECT TO ACCOMMODATE THE POOR
DRAINAGE SITUATION.
WARRANTY
A.THE STANDARD WARRANTY IS FOR A ONE (1) YEAR PERIOD, EXCLUDING BULBS, SOD AND ANNUALS, COMMENCING ON THE
DATE OF INITIAL ACCEPTANCE. AL PLANTS SHALL BE ALIVE AND IN SATISFACTORY GROWTH AT THE END OF THE GUARANTEE
PERIOD.
B.BALLED AND BURLAPPED (B&B).
1. BALLED AND BURLAPPED PLANTS SHALL BE DUG WITH FIRM ROOT BALLS FREE OF NOXIOUS WEEDS. THERE SHOULD BE NO
EXCESS SOIL ON TOP OF THE ROOT BALL OR AROUND THE TRUNK.
2. BALL SIZE SHALL BE IN ACCORDANCE WITH ANLA STANDARDS.
3. CALIPER AND HEIGHT MEASUREMENTS: IN SIZE GRADING B&B SINGLE-TRUNK TREES, CALIPER SHALL TAKE PRECEDENCE
OVER HEIGHT. CALIPER OF THE TRUNK SHALL BE TAKEN 6" ABOVE THE GROUND LEVEL (UP TO INCLUDING 4" CALIPER
SIZE) AND 12" ABOVE THE GROUND LEVEL OF LARGER TREES. FOR MULTIPLE-TRUNK TRESS, HEIGHT MEASUREMENT
SHALL TAKE PRECEDENCE OVER CALIPER.
C.CONTAINER-GROWN STOCK
1. THE SIZE OF CONTAINER-GROWN SHRUBS IS MEASURED BY HEIGHT AND WIDTH OF PLANT. CONTAINER-GROWN TREES ARE
MEASURED BY THE SAME STANDARDS LISTED IN B.3 ABOVE. THE ROOT SYSTEM OF CONTAINER-GROWN PLANTS SHALL
BE WELL-DEVELOPED AND WELL- DISTRIBUTED THROUGHOUT THE CONTAINER.
2. ALL CONTAINER-GROWN TREES AND SHRUBS THAT HAVE CIRCLING AND MATTED ROOTS SHALL BE TREATED IN THE
FOLLOWING
MANNER PRIOR TO PLANTING: USING A KNIFE OR SHARP BLADE, MAKE 4-5 CUTS, 1" DEEP, THE LENGTH OF THE ROOT
BALL, TO CUT ALL CIRCLING ROOTS. SEE PLANTING PROCEDURES FOR ALL CONTAINER-GROWN TREES & SHRUBS IN THIS
SECTION.
3. ALL CONTAINER-GROWN PLANTS SHOULD BE GROUPED AND WATERED DAILY UNTIL THEY ARE PLANTED IN THE LANDSCAPE,
THE SOIL SHALL BE KEPT MOIST WITH THE EQUIVALENT OF ONE INCH OF RAINFALL PER WEEK.
A.PRUNING SHALL BE DONE BEFORE PLANTING OR DURING THE PLANTING OPERATION. PRUNING DETAIL FOR TREES IN THIS SECTION.
B.ALL PLANT MATERIAL IN TRANSIT SHALL BE COVERED TO KEEP MATERIAL FROM DRYING OUT. THE COVERING SHALL COMPLY WITH
STATE AND LOCAL LAWS PERTAINING TO THE TRANSPORT OF MATERIALS.
C.TREES SHALL BE PLACED IN AN UPRIGHT POSITION WITH THE ROOTBALL COVERED BY MULCH AND KEPT MOIST. TREES AND
SHRUBS SHOULD NOT BE LEFT ON SITE UNPLANTED FOR MORE THAN 24 HOURS WITHOUT ADEQUATE WATER TO INSURE ROOTS
SURVIVAL.
INSPECTION
A.PLANTS MAY BE SUBJECT TO INSPECTION AND APPROVAL BY THE OWNER OR OWNER'S REPRESENTATIVE AT THE PLACE OF GROWTH
OR HOLDING YARD FOR CONFORMITY TO SPECIFICATION REQUIREMENTS AS TO QUALITY, SIZE AND VARIETY.
B.PLANTS DAMAGED IN HANDLING OR TRANSPORTATION CAN BE REJECTED BY THE OWNER OR OWNER'S REPRESENTATIVE.
C.STATE NURSERY INSPECTION CERTIFICATES SHALL BE FURNISHED TO THE LANDSCAPE ARCHITECT UPON REQUEST.
PLANTING PROCEDURES FOR ALL CONTAINER-GROWN TREES & SHRUBS
A.REMOVE THE PLANT EITHER BY CUTTING OR INVERTING THE CONTAINER.
B.FOR UNTREATED PLASTIC CONTAINER GROWN PLANTS WITH CIRCLING ROOTS, USE A SHARP KNIFE TO MAKE 1" CUTS THE LENGTH
OF THE ROOTBALL.
C.PLANT SHRUB TO TREE A MINIMUM OF 1/8 OF THE HEIGHT OF THE ROOTBALL ABOVE EXISTING GRADE.
D.APPLY A 2 TO 3" THICK LAYER OF APPROVED MULCH. KEEP MULCH 6" AWAY FROM THE TRUNK OF ALL TREES AND SHRUBS.
E.PLANTS GROWN IN ROOT CONTAINMENT BAGS MUST HAVE THE BAGS REMOVED DURING THE PLANTING OPERATION. NO
ADDITIONAL SLASHING OF THE ROOTBALL IS NECESSARY.
MAINTENANCE OF LANDSCAPING NOTES:
1. ALL LANDSCAPED AREA SHALL BE MAINTAINED IN GOOD CONDITION BY OWNER.
2. REASONABLE PROVISIONS SHALL BE MADE FOR PROTECTION FROM VEHICLES, PEDESTRIANS, OR SHOPPING CARTS.
3. DEAD OR DYING VEGETATION SHALL BE REPLACED AT DIRECTION OF ADMINISTRATOR.
4. SHRUBS SHALL BE REPLACED AT A SIZE CONSISTENT WITH THAT OF EXPECTED FOR SPECIES AND TIME SINCE INSTALLATION.
5. TREES SHALL BE REPLACED AT A SIZE OF 0.5" CALIPER ABOVE 2" FOR EVERY YEAR SINCE INSTALLATION UP TO 5" CALIPER.
GENERAL LANDSCAPING NOTES:
1. NO TREES OR SHRUBS SHALL BE PLACED ON FREDERICK WATER EASEMENTS.
2. ALL LANDSCAPING SHALL COMPLY WITH SECTION§165-203.01 LANDSCAPING REQUIREMENTS OF THE FREDERICK COUNTY ZONING ORDINANCE.
3. OWNER WILL ACCEPT FOR REVIEW, SUBSTITUTIONS FOR ALL LANDSCAPING PROVIDED THEY SATISFY APPLICABLE REGULATIONS.
4. OUTDOOR STORAGE AREAS FOR RVS, BOATS, AND TRAILERS ARE EXEMPT FROM LANDSCAPING REQUIREMENTS (§165-201.10(H)).
SHRUB PLANTING
NOT TO SCALE
3x DIAMETER OF ROOT BALL
OR CONTAINER SIZE
2" OF MULCH
CREATE A SAUCER SHAPE
WITH MULCH TO HOLD WATER
SLOPE SIDES OF PLANTING HOLE
REMOVE BURLAP OR WIRE
BASKET FROM TOP
1/3 OF ROOT BALL
TAMP SOIL AROUND ROOT BALL
BASE FIRMLY TO PREVENT
ROOT BALL FROM SHIFTING
PRUNE ONLY DAMAGED
OR DEAD BRANCHES
TREE PLANTING
NOT TO SCALE
3x DIAMETER OF ROOT BALL
SET TRUNK PLUMB
L
DO NOT MULCH WITHIN
6" OF TRUNK
3" OF MULCH
SLOPE SIDES OF PLANTING HOLE
REMOVE BURLAP OR WIRE
BASKET FROM TOP
1/3 OF ROOT BALL
TAMP SOIL AROUND ROOT BALL
BASE FIRMLY WITH FOOT PRESSURE
TO PREVENT ROOT BALL FROM
SHIFTING
SECURE GUYS WITH RUBBER
HOSE TO TRUNK
PRUNE ONLY DAMAGED
OR DEAD BRANCHES
*(2) 2"x2" WOOD STAKES
SET AT 180° (ALT: STEEL
FENCE POSTS)
C
NOTES:
1.*STAKE ONLY TO PREVENT
WIND TIP OR WHEN PLANTING
ON STEEP SLOPES
2. REMOVE ALL TAGS AND
ROPES FROM BRANCHES AND
ROOT BALL.
PITCH FROM C OF PLANTING AREA
TYPICAL MULCH EDGING DETAIL4" MIN.MULCH LAYER
TOPSOIL
L
PROVIDE EDGE WITH CLEAN, CRISP SEPARATION
BETWEEN MULCHED BED AND ADJACENT SURFACE
CONDITIONS
CUT EDGE MINIMUM 4"
BELOW GRADE TO RECEIVE
MULCH
TURF, SIDEWALK, OR CURB 2" MIN. MULCH LAYER
NOT TO SCALE
EVERGREEN TREE PLANTING
NOT TO SCALE
3x DIAMETER OF ROOT BALL
SET TRUNK PLUMB
L
DRIVE STAKES AT AN
ANGLE INSIDE OF SAUCER
DO NOT MULCH WITHIN
6" OF TRUNK
3" OF MULCH
CREATE A SAUCER SHAPE
WITH MULCH TO HOLD WATER
SLOPE SIDES OF PLANTING HOLE
REMOVE BURLAP OR WIRE
BASKET FROM TOP
1/3 OF ROOT BALL
TAMP SOIL AROUND ROOT BALL
BASE FIRMLY WITH FOOT PRESSURE
TO PREVENT ROOT BALL FROM
SHIFTING
PRUNE ONLY DAMAGED
OR DEAD BRANCHES
C
PARKING LOT LANDSCAPING
PERIMETER LANDSCAPING
PARKING LOT IMPERVIOUS AREA 70,700 SF
REQUIRED PROVIDED
PERIMETER PARKING LOT SHADE TREES
7
(1 PER 10,000
SF)
7
3' HIGH HEADLIGHT SCREENING YES YES
INTERIOR LANDSCAPING
TOTAL PARKING LOT AREA 3,552 SF
PARKING SPACES 5
REQUIRED PROVIDED
PARKING LOT LANDSCAPED AREA 178 SF
(5.00%)
314 SF
(8.84%)
INTERIOR PARKING LOT SHADE TREES
1
(1 PER 10
SPACES)
1
PARKING LOT PLANT LIST
SYMBOL BOTANICAL NAME COMMON NAME SIZE SPACING QUANTITY
TREES
ZS ZELKOVA SERRATA ' GREEN VASE'GREEN VASE JAPANESE
ZELKOVA 1 1/4" CAL. MIN.AS SHOWN 8
SHRUBS
BM BUXUS MICROPHYLLA VAR. KOREANA
'WINTERGREEN'
WINTERGREEN KOREAN
BOXWOOD
3 GAL. CONT. MIN./
36" HT. MIN.4' O.C.15
STORAGE FACILITIES, SELF-SERVICE SCREENING
LANDSCAPE SCREEN A
LENGTH OF LANDSCAPE SCREEN 275 LF
REQUIRED PROVIDED
EVERGREEN TREES 45
(12' OC X 2 ROWS)45
LANDSCAPE SCREEN B
LENGTH OF LANDSCAPE SCREEN 352 LF
REQUIRED PROVIDED
EVERGREEN TREES 59
(12' OC X 2 ROWS)59
LANDSCAPE SCREEN C
TOTAL LENGTH OF LANDSCAPE SCREEN 315 LF
LENGTH OF PROPOSED WALL*-137.5 LF
LENGTH OF LANDSCAPE SCREEN TO BE
PLANTED 177.5 LF
REQUIRED PROVIDED
EVERGREEN TREES 30
(12' OC X 2 ROWS)30
LANDSCAPE SCREEN D
TOTAL LENGTH OF LANDSCAPE SCREEN 302 LF
LENGTH OF ENTRANCE -30 LF
LENGTH OF LANDSCAPE SCREEN TO BE
PLANTED 272 LF
REQUIRED PROVIDED
EVERGREEN TREES 45
(12' OC X 2 ROWS)45
SELF STORAGE SCREENING PLANT LIST
SYMBOL BOTANICAL NAME COMMON NAME SIZE SPACING QUANTITY
TREES
JV JUNIPERUS VIRGINIANA ' HETZII
COLUMNARIS'GREEN COLUMNAR JUNIPER 4' HT. MIN 12' OC 49
PS PINUS STROBUS EASTERN WHITE PINE 4' HT MIN 12' OC 30
PM PSEUDOTSUGA MENZIESII DOUGLAS FIR 4' HT MIN 12' OC 46
TO THUJA OCCIDENTALIS 'SMARAGD'SMARAGD ARBORVITAE 4' HT MIN 12' OC 45
* WALL IS BEING UTILIZED TO MEET SCREENING REQUIREMENT IN THIS AREA
BIORETENTION A
TOTAL AREA OF BIORETENTION 2,263
SHRUBS PROVIDED (30" HIGH, 10' O.C.)20
HERBACEOUS/PERENNIALS PROVIDED
(1 GAL. CONT. SPACING VARIES)513
BIO-RETENTION CALCULATIONS:
PLANTING TEMPLATE: PERENNIAL GARDEN WITH SHRUBS
BIORETENTION B
TOTAL AREA OF BIORETENTION 2,335
SHRUBS PROVIDED (30" HIGH, 10' O.C.)24
HERBACEOUS/PERENNIALS PROVIDED
(1 GAL. CONT. SPACING VARIES)164
BIORETENTION PLANT LIST
SYMBOL BOTANICAL NAME COMMON NAME SIZE SPACING QUANTITY
SHRUBS
CS CORNUS SERICEA RED TWIG DOGWOOD 30" HT. MIN.AS SHOWN 19
IV ILEX VERTICILATA WINTERBERRY 30" HT. MIN.AS SHOWN 15
IH ITEA VIRGINICA 'HENRY'S GARNET'HENRY'S GARNET VIRGINIA
SWEETSPIRE 30" HT. MIN AS SHOWN 10
HERBACEOUS/PERENNIALS
CP CALTHA PALUSTRIS MARSH MARIGOLD 1 GAL. CONT.18" O.C.85
CE CAREX ELATA 'AUREA'BOWLES GOLDEN SEDGE 1 GAL. CONT.24" O.C.110
CT CAREX STRICTA TUSSOCK SEDGE 1 GAL. CONT.18" O.C.101
EP EUPATORIUM PURPUREA JOE PYE WEED 1 GAL. CONT.24" O.C.177
IR IRIS VERSICOLOR BLUE FLAG IRIS 1 GAL. CONT.24" O.C.59
LC LOBELIA CARDINALIS CARDINAL FLOWER 1 GAL. CONT.24" O.C.145
OR PERENNIAL PLANTING DETAIL
GROUNDCOVER, ORNAMENTAL GRASS
PLAN VIEW
"D"
"D"
"D"
SCHEDULE
VARIES
SEE PLAN
PLANTING SECTION
SEED MIX A
SEED MIX B ----BYNO.DATEREVISIONS09-20-2024 1 SITE PLAN REVISION - REVISED POND GRADING 9-20-2024
9-20-2024
10-21-20242SIGNATURE SUBMISSION10-21-2024