HomeMy WebLinkAbout30-19 Site PlanI-8
1
R
o
u
t
e
3
7
Route 11
T
R
E
X
C
O
M
P
A
N
Y
I
N
C
.
S
I
T
E
P
L
A
N
S
P
#
3
0
-
1
9
R
A
I
L
Y
A
R
D
-
W
I
N
C
H
E
S
T
E
R
P
L
A
N
T
L
O
T
6
3
A
8
7
FREDERICK
C
O
U
N
T
Y
,
V
A
-
S
H
A
W
N
E
E
M
A
G
I
S
T
E
R
I
A
L
D
I
S
T
R
I
C
T
O
W
N
E
R
&
D
E
V
E
L
O
P
E
R
T
R
E
X
C
O
M
P
A
N
Y
,
I
N
C
.
3
2
2
9
S
h
a
w
n
e
e
D
r
i
v
e
W
i
n
c
h
e
s
t
e
r
,
V
A
2
2
6
0
2
(
5
4
0
)
5
4
2
-
6
3
3
3
A
P
P
R
O
V
E
D
B
Y
F
R
E
D
E
R
I
C
K
C
O
U
N
T
Y
Z
O
N
I
N
G
A
D
M
I
N
I
S
T
R
A
T
O
R
TITLE SHEET
1
LOCAL UTILITY SERVICE PROVIDERSWATER AND SEWERWINCHESTER PUBLIC UTILITIES15 NORTH CAMERON STREETWINCHESTER, VA 22601540.667.1815ELECTRIC SERVICESHENANDOAH VALLEY ELECTRIC COOP3463 VALLEY PIKEWINCHESTER, VA 22602540-450-0111TELEPHONE SERVICEVERIZON404 HILLANDALE LANEWINCHESTER, VA 22602540.665.3153CABLE SERVICECOMCAST COMMUNICATIONS195 RAINVILLE ROADWINCHESTER, VA 22602NATURAL GAS SERVICEWASHINGTON GASP. O. BOX 2400WINCHESTER, VA 22604540.869.1111
P
L
A
N
V
A
L
I
D
F
O
R
F
I
V
E
Y
E
A
R
S
F
R
O
M
A
P
P
R
O
V
A
L
D
A
T
E
PRO
J
E
C
T
LOC
A
T
I
O
N
S
C
A
L
E
1
"
=
2
0
0
0
'
D
A
T
E
CALL BEFORE YOU DIGCALL 811 FROM YOU CELL PHONE OR1-800-552-7001 FROM A LAND LINE.SECTION 56-265.17 OF THE CODE OF VA REQUIRES THATYOU PROVIDE THREE WORKING DAYS NOTICE TO UTILITYOWNERS BEFORE YOU EXCAVATE, DRILL OR BAST.
1
0
3
H
E
A
T
H
C
O
U
R
T
W
I
N
C
H
E
S
T
E
R
,
V
A
2
2
6
0
2
V
5
4
0
.
6
8
6
.
7
3
7
3
F
5
4
0
.
3
0
1
.
1
1
0
0
S
T
O
W
E
E
N
G
I
N
E
E
R
I
N
G
,
P
L
C
P
R
E
P
A
R
E
D
B
Y
C
S
1
0
1
D
A
T
E
:
S
C
A
L
E
:
C
H
E
C
K
E
D
B
Y
:
S
H
E
E
T
O
F
2
5
TREX COMPANY, INC - RAIL YARD
LOT 63 A 87
SHAWNEE MAGISTERIAL DISTRICT
FREDERICK COUNTY, VIRGINIA
T
S
S
1
1
8
3
.
0
103 Heath Court
Winchester, VA 22602
(540) 686-7373
fax (540) 301-1100T
S
S
A
S
S
H
O
W
N
A
U
G
U
S
T
1
5
,
2
0
1
9
P
R
O
J
E
C
T
N
U
M
B
E
R
:
D
R
A
W
N
B
Y
:
STOWE ENGINEERING, PLCT
i
m
o
t
h
y
S
.
S
t
o
w
e
8
/
1
5
/
1
9
S
I
T
E
P
L
A
N
#
3
0
-
1
9
GENERAL NOTES1. THE CONTRACTOR SHALL FURNISH ALL MATERIAL, LABOR AND EQUIPMENT AND PERFORM ALL WORK, INCLUDING RESTORATION, OF ALL IMPROVEMENTS SHOWN OR IMPLIED A
S
NECESSARY FOR THE COMPLETED PROJECT READY FOR USE. UNLESS OTHERWISE NOTED, SPECIFICATIONS FOR ALL WORK TO BE IN ACCORDANCE WITH APPLICABLESTANDARDS AND CONSTRUCTION SPECIFICATIONS INCLUDING BUT NOT LIMITED TO VDOT ROAD AND BRIDGE STANDARDS, VDOT ROAD AND BRIDGE SPECIFICATIONS, AMERICA
N
WATER WORKS ASSOCIATION STANDARDS, AND FREDERICK WATER STANDARDS AND SPECIFICATIONS.2. ALL CONSTRUCTION SHALL COMPLY WITH THE LATEST U.S. DEPARTMENT OF LABOR, OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA), AND VIRGINIAOCCUPATIONAL SAFETY & HEALTH (VOSH) RULES AND REGULATIONS.3. THE CONTRACTOR SHALL COMPLY WITH TITLE 59.1, CHAPTER 30 SECTION 406, ET. SEQ. OF THE CODE OF VIRGINIA (OVERHEAD HIGH VOLTAGE LINES SAFETY ACT).4. THE CONTRACTOR SHALL COMPLY WITH TITLE 56, CHAPTER 10.3, SECTION 265, ET. SEQ. OF THE CODE OF VIRGINIA (UNDERGROUND UTILITY DAMAGE PREVENTION ACT).5. ACCESS FOR EMERGENCY, SERVICE, AND UTILITY MAINTENANCE VEHICLES SHALL BE MAINTAINED.6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONSTRUCTION SURVEYING STAKE OUT.7. THE OWNER WILL PROVIDE THE MATERIALS TESTING FOR THE PROJECT.8. THE ENGINEER HAS ATTEMPTED TO SHOW ALL SUBSURFACE UTILITIES. HOWEVER, SUCH MAY EXIST THAT ARE NOT SHOWN. THE CONTRACTOR SHALL EXERCISE CARE IN THISWORK SO AS TO AVOID DAMAGE TO ANY UTILITIES. ANY DAMAGE SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL NOTIFY MISS UTILITY OFVIRGINIA AT LEAST 72 HOURS PRIOR TO EXCAVATING.9. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE AND IDENTIFY UTILITY FACILITIES OR ITEMS THAT MAY BE IN CONFLICT WITH THE PROPOSED CONSTRUCTIONACTIVITY. APPROVAL OF THESE PLANS DOES NOT INDEMNIFY THE CONTRACTOR FROM THIS RESPONSIBILITY.10. ACCESS AND UTILITY SERVICES FOR NEIGHBORING PROPERTIES IS TO BE MAINTAINED.11. THE EXISTING PAVEMENT AT ALL PAVEMENT TIE INS SHALL BE SAW CUT TO PROVIDE SMOOTH AND STRAIGHT PAVEMENT EDGES.12. ALL ROADWAY SURFACES OUTSIDE OF THE CONSTRUCTION LIMITS THAT ARE DAMAGED OR DISTURBED BY THE CONTRACTOR SHALL BE RESTORED BY THE CONTRACTOR TOTHEIR PRE-CONSTRUCTION CONDITION.13. CONTRACTOR SHALL ENSURE ADEQUATE DRAINAGE IS ACHIEVED AND MAINTAINED ON THE SITE DURING AND AT THE END OF CONSTRUCTION.14. ANY UNUSUAL SUBSURFACE CONDITIONS (E.G., UNSUITABLE SOILS, SPRINGS, SINKHOLES, VOIDS, CAVES, ETC.) ENCOUNTERED DURING THE COURSE OF CONSTRUCTION SHALLBE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER. WORK SHALL CEASE IN THAT VICINITY UNTIL AN ADEQUATE DESIGN CAN BE DETERMINED BY THE ENGINEER.15. ALL FILL AREAS, BORROW MATERIAL, FOOTERS, AND UNDERCUT AREAS SHALL BE INSPECTED AND APPROVED BY A THE GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OFFILL, AGGREGATE, OR CONCRETE.16. ALL SUBGRADE MATERIAL AND BACKFILL IN THE UTILITY/STORM SEWER TRENCHES, SHALL BE PLACED IN TEN (10) INCH LIFTS TO 95% OF THEORETICAL MAXIMUM DENSITY ASDETERMINED BY ASTM D-698 STANDARD PROCTOR WITHIN PLUS OR MINUS 23 OF OPTIMUM MOISTURE OVER THE COMPLETE AREA/LENGTH. DENSITY TESTS SHALL BEPERFORMED BY THE SOILS TESTING FIRM.17. EXISTING STRUCTURES, TANKS, AND OTHER EXISTING FEATURES DESIGNATED TO BE REMOVED OR DEMOLISHED SHALL BE CAREFULLY REMOVED AND DISPOSED OF AT ANAPPROVED WASTE DISPOSAL SITE.18. NO SIGNS OTHER THAN INTERNAL TRAFFIC DIRECTIONAL SIGNS ARE PROPOSED WITH THIS PROJECT.DRAINAGE NOTES1. "H" DIMENSIONS AND TOP ELEVATIONS SHOWN ON THE PLANS ARE MEASURED FROM THE INVERT OUT TO THE TOP OF THE STRUCTURE. "H" DIMENSIONS AND TOP ELEVATIONSARE APPROXIMATE AND ARE PROVIDED FOR ESTIMATING PURPOSES. ACTUAL DIMENSIONS SHALL BE DETERMINED BY THE CONTRACTOR FROM FIELD CONDITIONS.2. ALL DRAINAGE STRUCTURES SHALL MEET THE REQUIREMENTS OF VDOT ROAD AND BRIDGE STANDARDS AND VDOT SPECIFICATIONS. SEE DETAILS IN THIS PLAN SET.3. ALL STRUCTURES SHALL HAVE VDOT STANDARD INVERT SHAPING IS-1. SEE DETAIL IN THIS PLAN SET.4. ALL STORM DRAINAGE PIPE SHALL BE REINFORCED CONCRETE PIPE CLASS III UNLESS OTHERWISE NOTED.GRADING NOTES1. ALL EARTHWORK ON THIS PROJECT IS TO BE COMPLETED IN ACCORDANCE WITH - REPORT OF GEOTECHNICAL INVESTIGATION, TREX BUILDING 6 - PREPARED BY VIOLAENGINEERING AND DATED JULY 5, 20190. EARTHWORK IS TO BE OBSERVED AND TESTED BY THE GEOTECHNICAL ENGINEER.2. ALL EXCAVATION IS UNCLASSIFIED.3.MATERIALS - THE MATERIAL TO BE USED IN EMBANKMENTS SHALL BE FREE OF FROZEN OR ORGANIC MATERIALS SUCH AS LEAVES, ROOTS, GRASS, WEEDS, AND ALL OTHERMATERIAL NOT CONSISTENT WITH CONSTRUCTION OF A STABLE, HOMOGENEOUS FILL. EMBANKMENTS SHALL NOT BE CONSTRUCTED ON FROZEN GROUND. ALL PROPOSED FIL
L
MATERIALS SHOULD BE APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT, AND REPRESENTATIVE SAMPLES SHOULD BE OBTAINED ONE WEEK PRIOR TOPLACEMENT OF THAT MATERIAL TO ALLOW TIME FOR COMPLETION OF THE NECESSARY LABORATORY TESTS.4.SITE PREPARATION - ALL VEGETATION, ROOTMAT, TOPSOIL, ASPHALT AND CONCRETE SHALL BE REMOVED FROM AREAS UPON WHICH EMBANKMENT WILL BE CONSTRUCTED.CLEARING SHALL EXTEND TEN (10) FEET BEYOND THE BUILDING AND PAVEMENT LIMITS, AND ONE ADDITIONAL FOOT FOR EACH FOOT OF PROPOSED FILL. TOPSOIL SHALL BESTOCKPILED AS REQUIRED BY THE E&S PLAN. ALL SLOPING AREAS UPON WHICH FILL IS TO BE PLACED SHOULD BE BENCHED OR “NOTCHED” SO THAT A SMOOTH INTERFACEBETWEEN EXISTING GROUND AND NEW FILL WILL NOT BE PRESENT. EACH LAYER OF FILL SHOULD BE BENCHED INTO THE EXISTING GROUND A MINIMUM OF 3 FEETHORIZONTALLY AND THE DEPTH OF ONE FILL LAYER. FLAT AREAS UPON WHICH FILL IS TO BE PLACED SHALL BE DEEPLY PLOWED TO ALLOW FOR BONDING WITH THE EXISTINGMATERIAL. THE CONTROLLED FILL SLOPES AND EMBANKMENTS SHOULD BE CONSTRUCTED AT THE DESIGNED 2H:1V SLOPES OR FLATTER.5.FORMATION IN LAYERS - ALL FILL LAYERS SHALL BE CONSTRUCTED WITH MATERIALS AND METHODS PRESCRIBED IN THE GEOTECHNICAL REPORT. ANY SOIL PLACED ASENGINEERED FILL SHOULD BE AN APPROVED MATERIAL, FREE OF ORGANIC MATTER OR DEBRIS WITH A MAXIMUM LIMITING LIQUID LIMIT OF 65 AND A MAXIMUM NOMINAL PARTIC
L
E
SIZE OF 5 INCHES. SHOT ROCK SHALL BE PROCESSED TO MAXIMUM NOMINAL PARTICLE SIZE OF FIVE (5) INCHES AND PLACED IN MAXIMUM NOMINAL LOOSE LIFTS OF 12 INCHE
S
.
PROCESSED ROCK FILL SHALL HAVE SUFFICIENT FINES TO FILL VOID SPACES BETWEEN LARGER PARTICLES. EXTENSIVE MOISTURE CONDITIONING OF ROCK FILL MAY BEREQUIRED. THIS RECOMMENDATION MAY BE WAIVED BY THE GEOTECHNICAL ENGINEER DEPENDING ON LOCATION OF ENGINEERED FILL WITHIN THE DEVELOPMENT.UNACCEPTABLE ENGINEERED FILL MATERIALS INCLUDE TOPSOIL, ORGANIC MATERIALS (OH, OL), CONSTRUCTION DEBRIS AND LARGE ROCK. ALL SUCH MATERIALS REMOVEDDURING GRADING OPERATIONS SHOULD BE EITHER STOCKPILED FOR LATER USE IN LANDSCAPED AREAS OR PLACED IN APPROVED DISPOSAL AREAS EITHER ON OR OFF SITE.ONSITE MATERIALS ARE SUITABLE FOR FILL MATERIAL EXCLUDING TOPSOIL. ALL FROZEN SOIL SHOULD BE REMOVED PRIOR TO CONTINUATION OF FILL OPERATIONS. BORROWFILL SHALL NOT CONTAIN FROZEN MATERIALS AT THE TIME OF PLACEMENT. ALL FROST-HEAVED SOIL SHOULD BE REMOVED PRIOR TO PLACEMENT OF FILL, STONE, CONCRETEOR ASPHALT. IT IS RECOMMENDED THAT PROCESSED SHOT ROCK BE UTILIZED AS FILL WITHIN THE UPPER FIVE (5) FEET OF FINISH SUBGRADE TO PROVIDE A WEATHER RESILIE
N
T
CONSTRUCTION AREA WHICH CAN BE UTILIZED TO REDUCE CONCRETE SLAB, PAVEMENT SECTION THICKNESS, OR FOUNDATION SIZE. THE SITE CONTRACTOR SHALL HAVEMEANS OF PROVIDING WATER AT ALL TIMES DURING STRUCTURAL FILL PLACEMENT.NORMAL FILL SHOULD BE PLACED IN LIFTS NOT EXCEEDING 10 INCHES IN LOOSE THICKNESS (UNLESS NOTED OTHERWISE) AND MOISTURE CONDITIONED TO WITHIN ±3% OF THEOPTIMUM MOISTURE CONTENT. WE RECOMMEND THAT EACH LIFT BE COMPACTED TO A MINIMUM OF 95% OF THE MAXIMUM DRY DENSITY OBTAINED IN ACCORDANCE WITH AST
M
D-698 (OR VTM-1), STANDARD PROCTOR METHOD. NUCLEAR DENSITY TESTING OF COARSE FILL MATERIALS WITH EXCESS PLUS ¾- INCH PARTICLES MAY BE WAIVED BY THEGEOTECHNICAL ENGINEER IF ADEQUATE VISUAL INSPECTION IS PROVIDED. RECOMMENDED TEST RESULTS SHOULD BE CONSIDERED A GENERAL GUIDELINE; ADDITIONALTESTING OF MATERIAL SHORTLY BEFORE FILL OPERATIONS COMMENCE SHOULD BE PERFORMED TO VERIFY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT OFACTUAL FILL MATERIAL. ALL AREAS RECEIVING FILL SHOULD BE GRADED TO FACILITATE POSITIVE DRAINAGE AND PREVENT PONDING OF WATER. THE UPPER SIX INCHES OFPAVEMENT SUBGRADE SHALL BE COMPACTED TO 100% OF THE MAXIMUM DRY DENSITY IN ACCORDANCE WITH LATEST VIRGINIA DOT SPECIFICATIONS.AS THE EMBANKMENT IS CONSOLIDATED, THE SLOPES SHALL BE CAREFULLY DRESSED TO THE DESIRED SECTION AND MAINTAINED TO THEIR PROPER HEIGHT, DIMENSIONS, AN
D
SHAPE UNTIL THE WORK IS ACCEPTED. WHEN TRANSPORTING MATERIAL WITH RUBBER-TIRED EQUIPMENT, CARE SHALL BE TAKEN TO SEE THAT THE TRAILING UNITS DO NOTFOLLOW IN THE TRACKS OF THE PRECEDING UNIT. AT THE END OF EACH DAY'S WORK THE EMBANKMENT SHALL BE DRESSED TO SHED ANY WATER THAT MIGHT FALL DURINGTHE NIGHT.6. ALL BLASTING OPERATIONS SHALL BE PERFORMED IN ACCORDANCE WITH THE FIRE MARSHALL'S REQUIREMENTS. THE CONTRACTOR SHALL PROTECT THE OVERHEAD POWERLINES AND TOWERS FROM FLY ROCK AND ITS ASSOCIATED DAMAGE.7. IF KARST FEATURES SUCH AS CAVES, DISAPPEARING STREAMS, OR LARGE SPRINGS ARE ENCOUNTERED DURING THE PROJECT, CONTACT WIL ONDORFF OF VA DCR(540-394-2552) TO DOCUMENT AND MINIMIZE ADVERSE IMPACTS.WATER & SEWER NOTES1. ALL WATER AND SEWER INFRASTRUCTURE ON THE PROJECT AREA IS OWNED AND OPERATED BY FREDERICK WATER. CARE SHALL BE TAKEN TO AVOID DAMAGE TO THEUTILITIES.SURVEY NOTES1. THIS DESIGN IS BASED ON TOPOGRAPHIC AND PROPERTY SURVEY DATA PROVIDED BY MARSH & LEGGE LAND SURVEYORS, 560 NORTH LOUDOUN STREET, WINCHESTER, VA22601.2. TOPOGRAPHIC INFORMATION SHOWN HEREON IS BASED ON AN ACTUAL FIELD SURVEY COMPLETED MAY 6, 2019 AND JUNE 25, 2019.3. ANY UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM FIELD SURVEY INFORMATION AND EXISTING DRAWINGS. THE SURVEYOR MAKES NO GUARANTEES THAT THEUNDERGROUND UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR ABANDONED. THE SURVEYOR FURTHER DOES NOT WARRANT THAT THEUNDERGROUND UTILITIES SHOWN ARE IN THE EXACT LOCATION INDICATED ALTHOUGH HE DOES CERTIFY THAT THEY ARE LOCATED AS ACCURATELY AS POSSIBLE FROMINFORMATION AVAILABLE.4. HORIZONTAL ORIENTATION IS BASED ON VA. NAD 83 NORTH ZONE STATE GRID; VERTICAL DATUM IS BASED ON NAVD 88 ELEVATIONS ESTABLISHED USING GPS METHODS.
GENERAL NOTES
2
L
E
G
E
N
D
E
X
I
S
T
I
N
G
F
E
A
T
U
R
E
S
P
R
O
P
O
S
E
D
F
E
A
T
U
R
E
S
I
N
D
E
X
C
O
U
N
T
O
U
R
C
O
U
N
T
O
U
R
W
A
T
E
R
M
E
T
E
R
W
A
T
E
R
L
I
N
E
S
A
N
I
T
A
E
R
Y
M
A
N
H
O
L
E
S
A
N
I
T
A
R
P
I
P
E
F
E
N
C
E
G
A
S
L
I
N
E
O
V
E
R
H
E
A
D
U
T
I
L
I
T
I
E
S
P
O
L
E
T
R
E
E
T
R
E
E
L
I
N
E
G
R
A
V
E
L
P
A
V
E
M
E
N
T
E
P
R
O
P
O
S
E
D
I
N
D
E
X
C
O
N
T
O
U
R
P
R
O
P
O
S
E
D
C
O
N
T
O
U
R
W
A
T
E
R
L
I
N
E
W
A
T
E
R
M
E
T
E
R
S
A
N
I
T
A
R
Y
M
A
N
H
O
L
E
S
A
N
I
T
A
R
Y
P
I
P
E
S
A
N
I
T
A
R
Y
L
A
T
E
R
A
L
P
A
V
E
M
E
N
T
L
I
M
I
T
S
O
F
C
O
N
S
T
R
U
C
T
I
O
N
S
X
8
7
0
0
8
6
0
C
S
1
0
2
D
A
T
E
:
S
C
A
L
E
:
C
H
E
C
K
E
D
B
Y
:
S
H
E
E
T
O
F
2
5
TREX COMPANY, INC - RAIL YARD
LOT 63 A 87
SHAWNEE MAGISTERIAL DISTRICT
FREDERICK COUNTY, VIRGINIA
T
S
S
1
1
8
3
.
0
103 Heath Court
Winchester, VA 22602
(540) 686-7373
fax (540) 301-1100T
S
S
A
S
S
H
O
W
N
A
U
G
U
S
T
1
5
,
2
0
1
9
P
R
O
J
E
C
T
N
U
M
B
E
R
:
D
R
A
W
N
B
Y
:
STOWE ENGINEERING, PLCT
i
m
o
t
h
y
S
.
S
t
o
w
e
8
/
1
5
/
1
9
SURROUNDING
P
R
O
P
E
R
T
I
E
S
,
R
O
A
D
S
,
A
N
D
L
A
N
D
U
S
E
S
SURROUNDING PROPERTIES ROADS & LAND USES
3
T
R
E
X
C
O
M
P
A
N
Y
,
I
N
C
.
I
N
D
U
S
T
R
I
A
L
U
S
E
Z
O
N
I
N
G
-
M
2
G
R
A
F
T
O
N
S
C
H
O
O
L
,
I
N
C
.
.
I
N
D
U
S
T
R
I
A
L
U
S
E
Z
O
N
I
N
G
-
M
1
(
W
i
n
c
h
e
s
t
e
r
)
H
A
R
R
Y
H
A
M
I
L
T
O
N
R
E
S
I
D
E
N
T
I
A
L
U
S
E
Z
O
N
I
N
G
-
R
P
D
O
D
S
O
N
B
O
R
S
.
E
X
T
E
R
M
I
N
A
T
I
N
G
C
O
B
U
S
I
N
E
S
S
U
S
E
Z
O
N
I
N
G
-
B
2
T
H
E
Y
O
U
T
H
D
E
V
E
L
O
P
M
E
N
T
C
E
N
T
E
R
B
U
S
I
N
E
S
S
U
S
E
Z
O
N
I
N
G
-
M
1
T
R
E
X
C
O
M
P
A
N
Y
,
I
N
C
.
V
A
C
A
N
T
Z
O
N
I
N
G
-
M
2
ANNA LEE FRYE BUSINESS USE ZONING - B3GEORGE LENGYELBUSINESS USEZONING - B3SHREEJI GAS MART, LLCBUSINESS USEZONING - B3JALALI MOSHEN,MARIOSTRAINS, LLC, T&T-III,LLC, NAVAEI KEAVAN, JAYNEPETTLER, JOEL MILLER,JAHALI MAMOOD, SYLVIAJOHNSON, DENA, LLC, SANDYNGUYENSOUTH GATE CONDOSBUSINESS USEZONING - B2JENKINS-COOPER, LLCBUSINESS USEZONING - B2 VIRGINIA EAGLE PROPER
T
I
E
S
,
L
L
C
MANUFACTURING USEZONING - M2
H
.
P
.
H
O
O
D
,
I
N
C
.
I
N
D
U
S
T
R
I
A
L
U
S
E
Z
O
N
I
N
G
-
M
2
VALLEY AVENUE
S
H
A
W
N
E
E
D
R
I
V
E
CS
X
R
A
I
L
R
O
A
D
SO
U
T
H
S
I
D
E
C
H
O
F
C
H
R
I
S
T
RE
S
I
D
E
N
T
I
A
L
U
S
E
ZO
N
I
N
G
-
R
P
BA
T
T
A
I
L
E
D
R
I
V
E
J
O
H
N
R
U
S
S
E
L
L
.
V
A
C
A
N
T
L
A
N
D
Z
O
N
I
N
G
-
R
A
HOGE
R
U
N
H
O
G
E
R
U
N
C
I
T
Y
O
F
W
I
N
C
H
E
S
T
E
R
F
R
E
D
E
R
I
C
K
C
O
U
N
T
Y
T
R
E
X
C
O
M
P
A
N
Y
,
I
N
C
.
V
A
C
A
N
T
Z
O
N
I
N
G
-
M
2
PR
O
J
E
C
T
S
I
T
E
T
R
E
X
C
O
M
P
A
N
Y
,
I
N
C
.
V
A
C
A
N
T
Z
O
N
I
N
G
-
M
2
T
R
E
X
C
O
M
P
A
N
Y
,
I
N
C
.
I
N
D
U
S
T
R
I
A
L
U
S
E
Z
O
N
I
N
G
-
M
2
C
S
1
0
3
HOGE
R
U
N
D
A
T
E
:
S
C
A
L
E
:
C
H
E
C
K
E
D
B
Y
:
S
H
E
E
T
O
F
2
5
TREX COMPANY, INC - RAIL YARD
LOT 63 A 87
SHAWNEE MAGISTERIAL DISTRICT
FREDERICK COUNTY, VIRGINIA
T
S
S
1
1
8
3
.
0
103 Heath Court
Winchester, VA 22602
(540) 686-7373
fax (540) 301-1100T
S
S
A
S
S
H
O
W
N
A
U
G
U
S
T
1
5
,
2
0
1
9
P
R
O
J
E
C
T
N
U
M
B
E
R
:
D
R
A
W
N
B
Y
:
STOWE ENGINEERING, PLCT
i
m
o
t
h
y
S
.
S
t
o
w
e
8
/
1
5
/
1
9
L1L2 225.00'S 56°47'04" EL3L4L5L6L7L8L9L10L11L12
C
1
1
3
2
.
4
3
'
S
4
7
°
0
9
'
0
0
"
E
L13
N 32°53'40" E 1480.70'
N
5
1
°
2
6
'
2
5
"
W
1
4
8
3
.
2
5
'
N
4
0
°
5
7
'
3
0
"
W
4
3
2
.
6
3
'
S 60°
1
0
'
2
7
"
W
827.2
6
'
C4
2
2
1
.
2
8
'
S
4
7
°
2
2
'
1
9
"
E
C
2
C
3
2
1
0
.
2
4
'
S
1
9
°
0
8
'
1
2
"
W
S
0
2
°
1
3
'
5
0
"
E
2
5
2
.
1
2
'
1
2
1
.
2
5
'
S
0
9
°
1
6
'
3
9
"
E
7
1
0
.
5
6
'
S
5
4
°
3
6
'
2
4
"
E
L15L14N 32°52'20" E 573.09'S 51°26'25" E 731.65'L16 L17 N 32°53'40" E 1027.15'
S 39°14'33" W
589.15'
T
R
E
X
C
O
M
P
A
N
Y
,
I
N
C
.
P
I
N
6
3
A
1
1
0
6
2
.
3
2
A
C
TREX COMPANY, I
N
C
.
PIN 63 A 8711.83 AC
PROPERTY BOUNDARY
4
C
S
1
0
4
D
A
T
E
:
S
C
A
L
E
:
C
H
E
C
K
E
D
B
Y
:
S
H
E
E
T
O
F
2
5
TREX COMPANY, INC - RAIL YARD
LOT 63 A 87
SHAWNEE MAGISTERIAL DISTRICT
FREDERICK COUNTY, VIRGINIA
T
S
S
1
1
8
3
.
0
103 Heath Court
Winchester, VA 22602
(540) 686-7373
fax (540) 301-1100T
S
S
A
S
S
H
O
W
N
A
U
G
U
S
T
1
5
,
2
0
1
9
P
R
O
J
E
C
T
N
U
M
B
E
R
:
D
R
A
W
N
B
Y
:
STOWE ENGINEERING, PLCT
i
m
o
t
h
y
S
.
S
t
o
w
e
8
/
1
5
/
1
9
BUILDING 4
BUILDING 4
FINISHED GOODS YARD
R&D BUILDING
BUILDING 3
BUILDING 1
BUILDING 4
SCALES
CSX RAILROAD
ROUTE
1
1
VALLE
Y
P
I
K
E
HOGE
R
U
N
SATELLITE
PARKING
AREA
PROPOSED BUILDING 6
198,121 SF BUILDING
181,231 SF MANUFACTURING AREA
16,890 SF OFFICE AREA (MEZZANINE DECK)
FFE = 728.00
HEIGHT = 41' +/-
RAIL YARD
WORK
W
I
T
H
I
N
T
H
E
F
R
E
D
E
R
I
C
K
WATER
E
A
S
E
M
E
N
T
T
O
B
E
REVIE
W
E
D
A
N
D
A
P
P
R
O
V
E
D
PRIOR
T
O
C
O
N
S
T
R
U
C
T
I
O
N
.
NO
S
C
R
E
E
N
I
N
G
I
S
R
E
Q
U
I
R
E
D
F
O
R
T
H
E
O
U
T
D
O
O
R
S
T
O
R
A
G
E
A
R
E
A
P
E
R
§
1
6
5
-
20
1
.
1
0
(
A
)
(
1
)
DATE:
SCALE:
CHECKED BY:
SHEET OF 25
TR
E
X
C
O
M
P
A
N
Y
,
I
N
C
-
R
A
I
L
Y
A
R
D
LO
T
6
3
A
8
7
SH
A
W
N
E
E
M
A
G
I
S
T
E
R
I
A
L
D
I
S
T
R
I
C
T
FR
E
D
E
R
I
C
K
C
O
U
N
T
Y
,
V
I
R
G
I
N
I
A
TSS
1183.0
1
0
3
H
e
a
t
h
C
o
u
r
t
W
i
n
c
h
e
s
t
e
r
,
V
A
2
2
6
0
2
(
5
4
0
)
6
8
6
-
7
3
7
3
f
a
x
(
5
4
0
)
3
0
1
-
1
1
0
0
TSS
AS SHOWN
AUGUST 15, 2019
PROJECT NUMBER:
DRAWN BY:
ST
O
W
E
E
N
G
I
N
E
E
R
I
N
G
,
P
L
C
Timothy S. Stowe
8/15/19
OV
E
R
A
L
L
S
I
T
E
P
L
A
N
5
CS105
PIN 63-A-87 TREX COMPANY, INC.INST. 020022798 PIN 63-A-87A VIRGINIA EAGLE PROPERTIES, LLC INST. 100012626
P
I
N
6
3
-
A
-
1
1
0
T
R
E
X
C
O
M
P
A
N
Y
,
I
N
C
.
I
N
S
T
.
0
2
0
0
2
2
7
9
8
WORK WITHIN THE FREDERICKWATER EASEMENT TO BEREVIEWED AND APPROVEDPRIOR TO CONSTRUCTION.NO SCREENING IS REQUIRED FOR THE OUTDOOR STORAGE AREA PER §165-201.10(A)(1)
1
7
'
P
I
N
6
3
-
A
-
8
6
A
H
P
H
O
O
D
,
I
N
C
.
D
B
9
3
5
P
G
7
3
9
F
I
N
I
S
H
P
R
O
D
U
C
T
Y
A
R
D
9
0
8
'
D
A
T
E
:
S
C
A
L
E
:
C
H
E
C
K
E
D
B
Y
:
S
H
E
E
T
O
F
2
5
TREX COMPANY, INC - RAIL YARD
LOT 63 A 87
SHAWNEE MAGISTERIAL DISTRICT
FREDERICK COUNTY, VIRGINIA
T
S
S
1
1
8
3
.
0
103 Heath Court
Winchester, VA 22602
(540) 686-7373
fax (540) 301-1100T
S
S
A
S
S
H
O
W
N
A
U
G
U
S
T
1
5
,
2
0
1
9
P
R
O
J
E
C
T
N
U
M
B
E
R
:
D
R
A
W
N
B
Y
:
STOWE ENGINEERING, PLCT
i
m
o
t
h
y
S
.
S
t
o
w
e
8
/
1
5
/
1
9
6
C
S
1
0
6
EXISTING CONDITIONS
M
A
T
C
H
L
I
N
E
T
H
I
S
S
H
E
E
T
M
A
T
C
H
L
I
N
E
T
H
I
S
S
H
E
E
T
P
I
N
6
3
-
A
-
8
7
T
R
E
X
C
O
M
P
A
N
Y
,
I
N
C
.
I
N
S
T
.
0
2
0
0
2
2
7
9
8
P
I
N
6
3
-
A
-
8
7
A
V
I
R
G
I
N
I
A
E
A
G
L
E
P
R
O
P
E
R
T
I
E
S
,
L
L
C
I
N
S
T
.
1
0
0
0
1
2
6
2
6
P
I
N
6
3
-
A
-
1
1
0
T
R
E
X
C
O
M
P
A
N
Y
,
I
N
C
.
I
N
S
T
.
0
2
0
0
2
2
7
9
8
10
11
20
21
22
16
15
12
39.
3
'
307'
395'
76'
221'12'
PROPOSED
CONCRETE
PAVEMENT
PROPOSED RAIL
AREA ASPHALT
PAVEMENT
PROPOSED
CONCRETE
PAVEMENT
EXISTING
BIO-RETENTION
FACILITY
PROPOSED
BIO-RETENTION
FACILITY
EXISTING STORMWTER
MANAGEMENT BASIN
PROPOSED
ASPHALT
PAVEMENT
PHASE 2 FUTURE SOUTHER
N
ROADWAY AND SCALES
P
H
A
S
E
2
F
U
T
U
R
E
S
O
U
T
H
E
R
N
R
O
A
D
W
A
Y
A
N
D
S
C
A
L
E
S
CONCRETE RAIL CROSSING
CSX RAILROAD
B
U
I
L
D
I
N
G
3
EXISTING
FIRE
HYDRANT
EXISTING
FIRE
HYDRANT
EXISTING
FIRE
HYDRANT
FIRE LANE
FI
R
E
L
A
N
E
FI
R
E
L
A
N
E
FIRE LANE
FI
R
E
L
A
N
E
VDOT STD GR-2
GUARDRAIL
EXISTING NATURAL VEGETTIVE SCR
E
E
N
WORK
W
I
T
H
I
N
T
H
E
F
R
E
D
E
R
I
C
K
WATE
R
E
A
S
E
M
E
N
T
T
O
B
E
REVIE
W
E
D
A
N
D
A
P
P
R
O
V
E
D
PRIOR
T
O
C
O
N
S
T
R
U
C
T
I
O
N
.
NOTE: RAIL YARD OUTDOOR STORAGE
PILES, AISLES, AND STORAGE HEIGHT
SHALL COMPLY WITH THE
INTRNATIONAL FIRE CODE 2015. PILES
SHALL BE LIMITED IN HEIGHT OF 20'.
ACCESS SHALL BE PROVIDED.
NO
S
C
R
E
E
N
I
N
G
I
S
R
E
Q
U
I
R
E
D
F
O
R
T
H
E
O
U
T
D
O
O
R
S
T
O
R
A
G
E
A
R
E
A
P
E
R
§
1
6
5
-
2
0
1
.
1
0
(
A
)
(
1
)
P
I
N
6
3
-
A
-
8
6
A
H
P
H
O
O
D
,
I
N
C
.
D
B
9
3
5
P
G
7
3
9
FINISH PRODUCT YARD
PROPOSED
ASPHALT
PAVEMENT
DATE:
SCALE:
CHECKED BY:
SHEET OF 25
TR
E
X
C
O
M
P
A
N
Y
,
I
N
C
-
R
A
I
L
Y
A
R
D
LO
T
6
3
A
8
7
SH
A
W
N
E
E
M
A
G
I
S
T
E
R
I
A
L
D
I
S
T
R
I
C
T
FR
E
D
E
R
I
C
K
C
O
U
N
T
Y
,
V
I
R
G
I
N
I
A
TSS
1183.0
10
3
H
e
a
t
h
C
o
u
r
t
Wi
n
c
h
e
s
t
e
r
,
V
A
2
2
6
0
2
(5
4
0
)
6
8
6
-
7
3
7
3
fa
x
(
5
4
0
)
3
0
1
-
1
1
0
0
TSS
AS SHOWN
AUGUST 15, 2019
PROJECT NUMBER:
DRAWN BY:
ST
O
W
E
E
N
G
I
N
E
E
R
I
N
G
,
P
L
C
Timothy S. Stowe
8/15/19
DATE:
SCALE:
CHECKED BY:
SHEET OF 25
TR
E
X
C
O
M
P
A
N
Y
,
I
N
C
-
R
A
I
L
Y
A
R
D
LO
T
6
3
A
8
7
SH
A
W
N
E
E
M
A
G
I
S
T
E
R
I
A
L
D
I
S
T
R
I
C
T
FR
E
D
E
R
I
C
K
C
O
U
N
T
Y
,
V
I
R
G
I
N
I
A
TSS
1183.0
10
3
H
e
a
t
h
C
o
u
r
t
Wi
n
c
h
e
s
t
e
r
,
V
A
2
2
6
0
2
(5
4
0
)
6
8
6
-
7
3
7
3
fa
x
(
5
4
0
)
3
0
1
-
1
1
0
0
TSS
AS SHOWN
AUGUST 15, 2019
PROJECT NUMBER:
DRAWN BY:
ST
O
W
E
E
N
G
I
N
E
E
R
I
N
G
,
P
L
C
Timothy S. Stowe
8/15/19
SI
T
E
P
L
A
N
7
CS107MATCHLINE THIS SHEET
MATCHLINE THIS SHEET
COMPACTED SUBGRADE
6" 4000 psi CONCRETE w/
Macrosynthetic fiber
NOTES
1. THE SUBGRADE AND SURROUNDING AREA SHALL BE
PREPARED IN ACCORDANCE WITH THE RECOMMENDATIONS
IN THE GEOTECHNICAL REPORT.
2. 6 X 6-INCH 10/10 WWF SHALL BE PLACED MID-DEPTH IN THE
CONCRETE.
3. THE CONTRACTOR SHALL PROVIDE A CONSTUCTION JOINT
PLAN FOR APPROVAL PRIOR TO BEGINING WORK.
CONCRETE PAVEMENT SECTION
n.t.s.
HEAVY DUTY ASPHALT SECTION
n.t.s.
2" SM-12.5A ASPHALT
24" - 21B AGGREGATE
in 8" lifts with Tensar geotectile
fabric between lifts
COMPACTED SUBGRADE
3.0" BM-25 ASPHALT
NOTES
1. AREAS OF EXITING PAVEMENT SHALL BE REMOVED FROM
THE AREA OF THE NEW PAVEMENT SECTION. ANY VOIDS
RESULTING FROM THIS REMOVAL SHALL BE BACKFILLED
WITH VDOT AGGREGATE NO 21-B.
2. JOINTS WHERE NEW PAVEMENT ABUTS EXISTING PAVEMENT
SHALL BE SAW CUT TO PROVIDE A SMOOTH STRAIGHT EDGE.
A 10' WIDE STRIP OF THE EXISTING PAVEMENT ADJACENT TO
THE JOINT SHALL BE MILLED TO A DEPTH EQUAL TO THE
THICKNESS OF THE SURFACE COURSE, AND THE NEW
SURFACE COURSE SHALL EXTEND THROUGH THIS MILLED
AREA.
18" - 21B AGGREGATE
in 6" lifts with Tensar
geotectile fabric between lifts
RAIL AREA PAVEMENT SECTION
n.t.s.
1.5" SM-12.5A ASPHALT
14" - 21B AGGREGATE
COMPACTED SUBGRADE
4" BM-25 ASPHALT
NOTES
1. AREAS OF EXITING PAVEMENT SHALL BE REMOVED FROM
THE AREA OF THE NEW PAVEMENT SECTION. ANY VOIDS
RESULTING FROM THIS REMOVAL SHALL BE BACKFILLED
WITH VDOT AGGREGATE NO 21-B.
2. JOINTS WHERE NEW PAVEMENT ABUTS EXISTING PAVEMENT
SHALL BE SAW CUT TO PROVIDE A SMOOTH STRAIGHT EDGE.
A 10' WIDE STRIP OF THE EXISTING PAVEMENT ADJACENT TO
THE JOINT SHALL BE MILLED TO A DEPTH EQUAL TO THE
THICKNESS OF THE SURFACE COURSE, AND THE NEW
SURFACE COURSE SHALL EXTEND THROUGH THIS MILLED
AREA.
P
I
N
6
3
-
A
-
8
7
T
R
E
X
C
O
M
P
A
N
Y
,
I
N
C
.
I
N
S
T
.
0
2
0
0
2
2
7
9
8
P
I
N
6
3
-
A
-
8
7
A
V
I
R
G
I
N
I
A
E
A
G
L
E
P
R
O
P
E
R
T
I
E
S
,
L
L
C
I
N
S
T
.
1
0
0
0
1
2
6
2
6
P
I
N
6
3
-
A
-
1
1
0
T
R
E
X
C
O
M
P
A
N
Y
,
I
N
C
.
I
N
S
T
.
0
2
0
0
2
2
7
9
8
10
11
20
21
22
16
15
12
WORK
W
I
T
H
I
N
T
H
E
F
R
E
D
E
R
I
C
K
WATE
R
E
A
S
E
M
E
N
T
T
O
B
E
REVIE
W
E
D
A
N
D
A
P
P
R
O
V
E
D
PRIOR
T
O
C
O
N
S
T
R
U
C
T
I
O
N
.
NO
S
C
R
E
E
N
I
N
G
I
S
R
E
Q
U
I
R
E
D
F
O
R
T
H
E
O
U
T
D
O
O
R
S
T
O
R
A
G
E
A
R
E
A
P
E
R
§
1
6
5
-
2
0
1
.
1
0
(
A
)
(
1
)
P
I
N
6
3
-
A
-
8
6
A
H
P
H
O
O
D
,
I
N
C
.
D
B
9
3
5
P
G
7
3
9
FINISH PRODUCT YARD
DATE:
SCALE:
CHECKED BY:
SHEET OF 25
TR
E
X
C
O
M
P
A
N
Y
,
I
N
C
-
R
A
I
L
Y
A
R
D
LO
T
6
3
A
8
7
SH
A
W
N
E
E
M
A
G
I
S
T
E
R
I
A
L
D
I
S
T
R
I
C
T
FR
E
D
E
R
I
C
K
C
O
U
N
T
Y
,
V
I
R
G
I
N
I
A
TSS
1183.0
10
3
H
e
a
t
h
C
o
u
r
t
Wi
n
c
h
e
s
t
e
r
,
V
A
2
2
6
0
2
(5
4
0
)
6
8
6
-
7
3
7
3
fa
x
(
5
4
0
)
3
0
1
-
1
1
0
0
TSS
AS SHOWN
AUGUST 15, 2019
PROJECT NUMBER:
DRAWN BY:
ST
O
W
E
E
N
G
I
N
E
E
R
I
N
G
,
P
L
C
Timothy S. Stowe
8/15/19
GR
A
D
I
N
G
P
L
A
N
8
CS108MATCHLINE THIS SHEET
MATCHLINE THIS SHEET
ST
O
R
M
S
E
W
E
R
P
R
O
F
I
L
E
S
1"
=
5
0
'
(
H
)
1
"
=
5
'
(
V
)
CROSSING NOTES:
DATE:
SCALE:
CHECKED BY:
SHEET OF 25
TR
E
X
C
O
M
P
A
N
Y
,
I
N
C
-
R
A
I
L
Y
A
R
D
LO
T
6
3
A
8
7
SH
A
W
N
E
E
M
A
G
I
S
T
E
R
I
A
L
D
I
S
T
R
I
C
T
FR
E
D
E
R
I
C
K
C
O
U
N
T
Y
,
V
I
R
G
I
N
I
A
TSS
1183.0
10
3
H
e
a
t
h
C
o
u
r
t
Wi
n
c
h
e
s
t
e
r
,
V
A
2
2
6
0
2
(5
4
0
)
6
8
6
-
7
3
7
3
fa
x
(
5
4
0
)
3
0
1
-
1
1
0
0
TSS
AS SHOWN
AUGUST 15, 2019
PROJECT NUMBER:
DRAWN BY:
ST
O
W
E
E
N
G
I
N
E
E
R
I
N
G
,
P
L
C
Timothy S. Stowe
8/15/19
9
CS109
1"
=
5
0
'
From To DA C CA Inlet Time Peak Time
Intensity Q10 Inverts Length Slope Dia Cap Vel Flow Time Q2
(Acres)Factor Incr. Accum.(min) (mim) (in/hr) (cfs)
US DS (ft) (ft/ft) (in) (cfs) (fps) (min) (cfs)
22 21 0.12 0.34 0.04 0.04 5.00 5.00 6.42 0.26 748.84 748.49 70.37 0.0050 15 4.58 2.02 0.58 4.69
21 20 0.00 0.50 0.00 0.04 5.00 5.58 6.26 0.25 748.24 747.91 65.79 0.0050 15 4.57 2.00 0.55 0.19
16 15 0.62 0.62 0.38 0.38 5.00 5.00 6.42 2.46 742.24 741.50 59.49 0.0124 18 11.70 5.25 0.19 1.79
12 11 0.64 0.35 0.22 0.22 5.00 5.00 6.42 1.43 744.18 743.35 165.74 0.0050 18 7.44 3.25 0.85 1.04
11 10 0.24 0.78 0.19 0.41 5.00 5.85 6.18 2.54 743.10 741.50 317.72 0.0050 18 7.44 3.81 1.39 1.86
INLET SAG INLETS ONLY GRATE INLETS ONLY
NU
M
B
E
R
TY
P
E
LE
N
G
T
H
(
F
T
)
DR
A
I
N
A
G
E
A
R
E
A
(
A
C
)
C CA
su
m
C
A
Tc
,
T
i
m
e
t
o
I
n
l
e
t
(
M
I
N
)
I
(
I
N
/
H
R
)
Q,
I
N
C
R
(
C
F
S
)
Qb
,
C
A
R
R
Y
O
V
E
R
(
C
F
S
)
QT
,
G
U
T
T
E
R
F
L
O
W
(
C
F
S
)
S,
G
U
T
T
E
R
S
L
O
P
E
(
F
T
/
F
T
)
Sx
,
C
R
O
S
S
S
L
O
P
E
(
F
T
/
F
T
)
T,
S
P
R
E
A
D
W
(
F
T
)
W/
T
Sw
(
F
T
/
F
T
)
Sw
/
S
x
Eo
a=
1
2
W
(
S
w
-
S
x
)
+
L
o
c
a
l
D
e
p
r
e
s
s
i
o
n
S'
w
=
a
/
(
1
2
W
)
Se
=
S
x
+
S
'
w
(
E
o
)
,
(
F
T
/
F
T
)
CO
M
P
U
T
E
D
L
E
N
G
T
H
L
t
,
(
F
T
)
L,
S
P
E
C
I
F
I
E
D
L
E
N
G
T
H
(
F
T
)
L/
L
t
E
Qi
,
I
N
T
E
R
C
E
P
T
E
D
(
C
F
S
)
Qb
,
C
A
R
R
Y
O
V
E
R
(
C
F
S
)
d
(
F
T
)
h
(
F
T
)
d/
h
T,
S
P
R
E
A
D
@
S
A
G
(
F
T
)
EF
F
E
C
T
I
V
E
P
E
R
I
M
E
T
E
R
d
(
F
T
)
11 DI-TL 0.24 0.78 0.19 0.19 5.00 6.42 1.21 0.00 9 0.126
21 MH-2-4DIA 0.00 0.50 0.00 0.00 5.00 6.42 0.00 0.00
DATE:
SCALE:
CHECKED BY:
SHEET OF 25
TR
E
X
C
O
M
P
A
N
Y
,
I
N
C
-
R
A
I
L
Y
A
R
D
LO
T
6
3
A
8
7
SH
A
W
N
E
E
M
A
G
I
S
T
E
R
I
A
L
D
I
S
T
R
I
C
T
FR
E
D
E
R
I
C
K
C
O
U
N
T
Y
,
V
I
R
G
I
N
I
A
TSS
1183.0
10
3
H
e
a
t
h
C
o
u
r
t
Wi
n
c
h
e
s
t
e
r
,
V
A
2
2
6
0
2
(5
4
0
)
6
8
6
-
7
3
7
3
fa
x
(
5
4
0
)
3
0
1
-
1
1
0
0
TSS
AS SHOWN
AUGUST 15, 2019
PROJECT NUMBER:
DRAWN BY:
ST
O
W
E
E
N
G
I
N
E
E
R
I
N
G
,
P
L
C
Timothy S. Stowe
8/15/19
DR
A
I
N
A
G
E
A
R
E
A
S
A
N
D
S
T
O
R
M
SE
W
E
R
C
O
M
P
U
T
A
T
I
O
N
S
10
CS110
P
I
N
6
3
-
A
-
8
7
T
R
E
X
C
O
M
P
A
N
Y
,
I
N
C
.
I
N
S
T
.
0
2
0
0
2
2
7
9
8
P
I
N
6
3
-
A
-
8
7
A
V
I
R
G
I
N
I
A
E
A
G
L
E
P
R
O
P
E
R
T
I
E
S
,
L
L
C
I
N
S
T
.
1
0
0
0
1
2
6
2
6
10
11
20
21
22
16
15
12
LOC
LOC
LOC
LOC
LOC
LOC
LOC
LOC
LOC
to Str.# 11DA=0.24 Ac.
C=0.78Tc=5 min.
to Str.# 12DA=0.64 Ac.
C=0.35Tc=5 min.
to Str.# 16DA=0.62 Ac.C=0.62Tc=5 min.
to Str.# X1DA=0.54 Ac.
C=0.69Tc=5 min.
to Str.# X2DA=1.31 Ac.
C=0.38Tc=5 min.
to Str.# 22DA=0.12 Ac.
C=0.34Tc=5 min.
ST
O
R
M
W
A
T
E
R
M
A
N
A
G
E
M
E
N
T
C
A
L
C
U
L
A
T
I
O
N
S
STORM WATER NARRATIVE:
DRAINAGE AREA
QUANTITY ANALYSIS
QUALITY ANALYSIS
NOTE:
·
·
ANALYSIS AREA / SOILS MAP
Runoff Events
1 Year 2.40
2 Year 2.89
10 Year 4.22
100 Year 6.65
24Hr Storm (Inches)
SOURCE: NRCS - WEB SOIL SURVEY
SOIL BOUNDARIES
SOILS LEGEND
MAP MAP UNIT NAME HYDRAULIC
SYMBOL SOIL GROUP
D6CCARBO-OAKLET, VERY ROCK SILY LOAMS, 2 TO 15 PERCENT SLOPES
C32BOAKLET SILT LOAM, 2 TO 7 PERCENT SLOPES
D5BCARBO SILT LOAM, 2 TO 7 PERCENT SLOPES
C34PAGE BROOK SILT LOAM
D7CCARBO-OAKLET -ROCK OUTCROP COMPLEX, 2 TO 15 PERCENT SLOPES
Overall Drainage to
Ex.Pond at Finish
Goods
1 Year computations
for railyard pond only
(Allowable Discharge)
Pst01 & Bio 1 from Bldg.
6 Plans
Design Plan Routing
Pre
Pre Rail Spur
Pre01
Pre Rail Spur
Pre02
Pre Rail Forrested
Pst
Rail Yard Post for
allowable coputations
only
Pst01
Finish Good / Scales
Pst02
Finish Goods Area
Pst03
Post Rail to Pond
Pst04
Rail Post to Bio 2
Bio 1
Prop.Bldg 6 Bio
Bio 2
Modified Ex.Bio
Ex
Ex.Pond East side finish
goods yard
Pro-01
Modified
X-Pre
Ex.Pond East side finish
goods yard
LINK
ROUTING DIAGRAM
OVERALL POST DEVELOPMENT
Site Area 13.3 Acres
Improvement Factor 0.8 UsedI.F.0.8 site >1 Acres0.9 site <=1 AcreUnitDescriptionQ-Pre-Developed 7.95 cfs The peak flow rate of runoff from the site in the pre-development conditionRV-Pre-Developed 0.613 Ac.Ft.
The volume of runoff from the site in the pre-development conditionQ-Developed 21.90 cfs The allowable peak flow rate of runoff from the developed siteRV-Developed 1.361 Ac.Ft.
The volume of runoff from the site in the developed conditionQ-Forest 6.94 cfs The peak flow rate of runoff from the site in a forested conditionRV-Forest 0.802 Ac.Ft.The volume of runoff from the site in a forested condition
Q Allowable Developed 2.86 cfs=IF*(Qpre*Rv-Pre)/Rv-Dev
Q Allowable Forest 4.09 cfs=(Qforest * RV-Forest)/RV-Dev
Q Allowable 4.09 cfs Q Post 1.77 cfs
ALLOWABLE DISCHARGE FROM RAIL POND
Events for Pond Ex: Ex.Pond East side finish goods yard
Event Inflow
(cfs)
Primary
(cfs)
Elevation
(feet)
Storage
(cubic-feet)
1-Year 49.57 8.12 706.97 43,447
2-Year 62.79 8.43 707.33 60,848
10-Year 98.61 13.77 708.48 122,585
100-Year 191.92 48.78 709.79 201,512
Events for Pond X-Pre: Ex.Pond East side finish goods yard
Event Inflow
(cfs)
Primary
(cfs)
Elevation
(feet)
Storage
(cubic-feet)
1-Year 41.12 8.16 707.02 45,643
2-Year 56.37 8.61 707.54 71,260
10-Year 99.94 21.30 708.69 134,725
100-Year 181.85 50.22 710.24 231,135
EX.FINISH GOODS POND COMPARISON
PRE POST
MODIFIED RAIL POND
Events for Pond Pro-01: Modified
Event Inflow
(cfs)
Outflow
(cfs)
Primary
(cfs)
Secondary
(cfs)
Elevation
(feet)
Storage
(cubic-feet)
1-Year 17.56 0.93 0.93 0.00 735.69 25,090
2-Year 22.77 1.03 1.03 0.00 736.11 34,443
10-Year 37.03 10.37 10.37 0.00 736.62 46,676
100-Year 68.19 29.60 29.60 0.00 737.72 76,601
BIO-RETENTION
Events for Pond Bio 1: Prop.Bldg 6 Bio
Event Inflow
(cfs)
Outflow
(cfs)
Primary
(cfs)
Secondary
(cfs)
Elevation
(feet)
Storage
(cubic-feet)
1-Year 2.74 0.02 0.02 0.00 712.51 6,408
2-Year 3.34 0.05 0.05 0.00 712.64 6,669
10-Year 4.95 0.27 0.16 0.11 713.51 8,546
100-Year 7.87 7.56 0.19 7.37 713.78 9,177
Events for Pond Bio 2: Modified Ex.Bio
Event Inflow
(cfs)
Outflow
(cfs)
Primary
(cfs)
Secondary
(cfs)
Elevation
(feet)
Storage
(cubic-feet)
1-Year 6.41 0.85 0.85 0.00 736.15 7,965
2-Year 8.65 0.99 0.99 0.00 736.77 11,346
10-Year 14.99 1.32 1.32 0.00 738.51 21,014
100-Year 26.77 19.61 1.47 18.13 739.50 27,179
Bio 1 with Building 6 plans Modified Ex. Rail bio
POND/BIO SUMMARY TABLES
DATE:
SCALE:
CHECKED BY:
SHEET OF 25
TR
E
X
C
O
M
P
A
N
Y
,
I
N
C
-
R
A
I
L
Y
A
R
D
LO
T
6
3
A
8
7
SH
A
W
N
E
E
M
A
G
I
S
T
E
R
I
A
L
D
I
S
T
R
I
C
T
FR
E
D
E
R
I
C
K
C
O
U
N
T
Y
,
V
I
R
G
I
N
I
A
TSS
1183.0
1
0
3
H
e
a
t
h
C
o
u
r
t
W
i
n
c
h
e
s
t
e
r
,
V
A
2
2
6
0
2
(
5
4
0
)
6
8
6
-
7
3
7
3
f
a
x
(
5
4
0
)
3
0
1
-
1
1
0
0
TSS
AS SHOWN
AUGUST 15, 2019
PROJECT NUMBER:
DRAWN BY:
ST
O
W
E
E
N
G
I
N
E
E
R
I
N
G
,
P
L
C
Timothy S. Stowe
8/15/19
11
CS111
6C32B
6C
34
5B
6C
32B
32B
32B
5B 32B
5B
6C
6C
7C
FIN
I
S
H
G
O
O
D
S
P
O
N
D
RA
I
L
Y
A
R
D
PO
N
D
Assumed mix of brush and
grass for Pre01.
No Pond of Pre01 & Pre02
[Pre]
PRE-DEVELOPMENT
OVERALL
DA=35.468 AC. (Total)
CN=85
Tc=21.6 Min.
[Pre01, Pre02, Pst]
Rail Yard
DA=13.300 AC. (Inclusive)
CN=74 [Pre01], 75 [Pre02], 87 [Pst]
Tc(min)=16.6 [Pre01], 34.4 [Pre02], 14.0 [Pst]
[Pst02]
POST DEVELOPMENT
(to Pond)
DA=21.295 AC.
CN=92
Tc=11.9 Min.
[Pst01]
POST DEVELOPMENT
(to Bio-Retention)
DA=0.873 AC.
CN=97
Tc=7.5 Min.
[Pst03]
POST DEVELOPMENT
(to Pond)
DA=21.295 AC.
CN=90
Tc=14.0 Min.
[Pst03]
POST DEVELOPMENT
(to Bio-Retention)
DA=4.176 AC.
CN=86
Tc=14.4 Min.
FIN
I
S
H
G
O
O
D
S
P
O
N
D
MO
D
I
F
I
E
D
R
A
I
L
PO
N
D
ST
O
R
M
W
A
T
E
R
M
A
N
A
G
E
M
E
N
T
C
O
M
P
U
T
A
T
I
O
N
S
1 Year Computations
Summary for Subcatchment Pre: Pre Rail Spur
Runoff = 41.12 cfs @ 12.15 hrs, Volume= 3.249 af, Depth=1.10"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.40"
Area (ac) CN Description
7.858 73 Brush, Good, HSG D
4.036 65 Brush, Good, HSG C
4.144 98 Paved parking, HSG D
12.951 98 Paved parking, HSG C
4.325 80 >75% Grass cover, Good, HSG D
2.154 74 >75% Grass cover, Good, HSG C
35.468 85 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.6 50 0.0200 0.10 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.89"
2.3 311 0.0190 2.22 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
5.7 778 0.0200 2.28 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
5.0 760 0.0290 2.55 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
21.6 1,899 Total
Summary for Pond X-Pre: Ex.Pond East side finish goods yard
Inflow Area = 35.468 ac, Inflow Depth = 1.10" for 1-Year event
Inflow = 41.12 cfs @ 12.15 hrs, Volume= 3.249 af
Outflow = 8.16 cfs @ 12.70 hrs, Volume= 3.249 af, Atten= 80%, Lag= 32.7 min
Primary = 8.16 cfs @ 12.70 hrs, Volume= 3.249 af
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
Peak Elev= 707.02' @ 12.70 hrs Surf.Area= 47,176 sf Storage= 45,643 cf
Plug-Flow detention time= 39.9 min calculated for 3.248 af (100% of inflow)
Center-of-Mass det. time= 39.9 min ( 890.8 - 850.9 )
Volume Invert Avail.Storage Storage Description
#1 701.86' 281,426 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
701.86 10 0 0
705.00 355 573 573
706.00 20,465 10,410 10,983
707.00 47,028 33,747 44,730
708.00 54,636 50,832 95,562
709.00 59,822 57,229 152,791
710.00 65,037 62,430 215,220
711.00 67,375 66,206 281,426
Device Routing Invert Outlet Devices
#1 Primary 701.76'27.0" Round Culvert
L= 163.2' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 701.76' / 699.97' S= 0.0110 '/' Cc= 0.900
n= 0.013, Flow Area= 3.98 sf
#2 Device 1 701.86'12.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 708.26'48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=8.16 cfs @ 12.70 hrs HW=707.02' (Free Discharge)
1=Culvert (Passes 8.16 cfs of 38.84 cfs potential flow)
2=Orifice/Grate (Orifice Controls 8.16 cfs @ 10.39 fps)
3=Orifice/Grate ( Controls 0.00 cfs)
Summary for Subcatchment Pre01: Pre Rail Spur
Runoff = 7.95 cfs @ 12.11 hrs, Volume= 0.613 af, Depth=0.55"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.40"
Area (ac) CN Description
0.676 98 Paved parking, HSG D
0.655 80 >75% Grass cover, Good, HSG D
7.437 73 Brush, Good, HSG D
3.292 65 Brush, Good, HSG C
0.840 98 Paved parking, HSG C
0.400 74 >75% Grass cover, Good, HSG C
13.300 74 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.6 50 0.0200 0.10 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.89"
2.3 311 0.0190 2.22 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
5.7 778 0.0200 2.28 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
16.6 1,139 Total
Summary for Subcatchment Pre02: Pre Rail Forrested
Runoff = 6.94 cfs @ 12.34 hrs, Volume= 0.802 af, Depth=0.72"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.40"
Area (ac) CN Description
0.676 98 Paved parking, HSG D
0.655 80 >75% Grass cover, Good, HSG D
7.437 77 Woods, Good, HSG D
3.292 70 Woods, Good, HSG C
0.841 98 Paved parking, HSG C
0.399 74 >75% Grass cover, Good, HSG C
13.300 78 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.6 50 0.0200 0.10 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.89"
7.5 311 0.0190 0.69 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
18.3 778 0.0200 0.71 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
34.4 1,139 Total
Summary for Subcatchment Pst: Rail Yard Post for allowable coputations only
Runoff = 21.90 cfs @ 12.06 hrs, Volume= 1.361 af, Depth=1.23"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.40"
Area (ac) CN Description
4.501 80 >75% Grass cover, Good, HSG D
2.678 74 >75% Grass cover, Good, HSG C
4.268 98 Paved parking, HSG D
1.853 98 Paved parking, HSG C
13.300 87 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.8 50 0.0100 0.11 Sheet Flow,
Grass: Short n= 0.150 P2= 2.89"
6.2 680 0.0150 1.84 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
14.0 730 Total
Summary for Subcatchment Pst01: Finish Good / Scales
Runoff = 2.74 cfs @ 11.98 hrs, Volume= 0.150 af, Depth=2.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.40"
Area (ac) CN Description
0.067 80 >75% Grass cover, Good, HSG D
0.790 98 Paved parking, HSG D
0.016 98 Paved parking, HSG C
0.873 97 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.5 Direct Entry,
Summary for Subcatchment Pst02: Finish Goods Area
Runoff = 48.19 cfs @ 12.03 hrs, Volume= 2.841 af, Depth=1.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.40"
Area (ac) CN Description
0.203 73 Brush, Good, HSG D
2.993 80 >75% Grass cover, Good, HSG D
3.514 98 Paved parking, HSG D
0.399 65 Brush, Good, HSG C
1.936 74 >75% Grass cover, Good, HSG C
12.250 98 Paved parking, HSG D
21.295 92 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.9 50 0.0200 0.14 Sheet Flow,
Grass: Short n= 0.150 P2= 2.89"
3.9 500 0.0200 2.12 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
2.1 1,000 8.00 Direct Entry,
11.9 1,550 Total
Summary for Subcatchment Pst03: Post Rail to Pond
Runoff = 17.56 cfs @ 12.06 hrs, Volume= 1.096 af, Depth=1.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.40"
Area (ac) CN Description
1.795 80 >75% Grass cover, Good, HSG D
1.670 74 >75% Grass cover, Good, HSG C
3.522 98 Paved parking, HSG D
2.137 98 Paved parking, HSG C
9.124 90 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.8 50 0.0100 0.11 Sheet Flow,
Grass: Short n= 0.150 P2= 2.89"
6.2 680 0.0150 1.84 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
14.0 730 Total
Summary for Subcatchment Pst04: Rail Post to Bio 2
Runoff = 6.41 cfs @ 12.07 hrs, Volume= 0.404 af, Depth=1.16"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=2.40"
Area (ac) CN Description
0.185 74 >75% Grass cover, Good, HSG C
2.473 80 >75% Grass cover, Good, HSG D
0.541 98 Paved parking, HSG C
0.977 98 Paved parking, HSG D
4.176 86 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.6 50 0.0200 0.10 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.89"
1.5 130 0.0080 1.44 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.1 145 0.0200 2.28 Shallow Concentrated Flow, Trackside Ditch
Unpaved Kv= 16.1 fps
1.1 637 10.00 Direct Entry, Pipe flow assumed 10 ft/sec
2.1 290 0.0200 2.28 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
14.4 1,252 Total
Summary for Pond Bio 1: Prop.Bldg 6 Bio
Inflow Area = 0.873 ac, Inflow Depth = 2.06" for 1-Year event
Inflow = 2.74 cfs @ 11.98 hrs, Volume= 0.150 af
Outflow = 0.02 cfs @ 23.15 hrs, Volume= 0.003 af, Atten= 99%, Lag= 670.1 min
Primary = 0.02 cfs @ 23.15 hrs, Volume= 0.003 af
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
Peak Elev= 712.51' @ 23.15 hrs Surf.Area= 1,919 sf Storage= 6,408 cf
Plug-Flow detention time= 1,094.2 min calculated for 0.003 af (2% of inflow)
Center-of-Mass det. time= 631.9 min ( 1,403.5 - 771.6 )
Volume Invert Avail.Storage Storage Description
#1 707.67' 11,016 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
707.67 0 0.0 0 0
707.68 1,850 40.0 4 4
709.50 1,850 25.0 842 845
712.50 1,850 100.0 5,550 6,395
712.51 1,950 100.0 19 6,414
713.50 2,305 100.0 2,106 8,521
714.50 2,686 100.0 2,496 11,016
Device Routing Invert Outlet Devices
#1 Device 2 709.18'15.000 in/hr Exfiltration over Horizontal area above 709.18'
Excluded Horizontal area = 1,850 sf
#2 Primary 709.18'6.0" Round Culvert
L= 20.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 709.18' / 708.98' S= 0.0100 '/' Cc= 0.900
n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf
#3 Secondary 713.50'20.0' long x 9.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.46 2.55 2.70 2.69 2.68 2.68 2.67 2.64 2.64
2.64 2.65 2.64 2.65 2.65 2.66 2.67 2.69
Primary OutFlow Max=0.02 cfs @ 23.15 hrs HW=712.51' (Free Discharge)
2=Culvert (Passes 0.02 cfs of 1.66 cfs potential flow)
1=Exfiltration (Exfiltration Controls 0.02 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=707.67' (Free Discharge)
3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Summary for Pond Bio 2: Modified Ex.Bio
Inflow Area = 4.176 ac, Inflow Depth = 1.16" for 1-Year event
Inflow = 6.41 cfs @ 12.07 hrs, Volume= 0.404 af
Outflow = 0.85 cfs @ 12.61 hrs, Volume= 0.374 af, Atten= 87%, Lag= 32.6 min
Primary = 0.85 cfs @ 12.61 hrs, Volume= 0.374 af
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
Peak Elev= 736.15' @ 12.61 hrs Surf.Area= 5,438 sf Storage= 7,965 cf
Plug-Flow detention time= 135.8 min calculated for 0.374 af (92% of inflow)
Center-of-Mass det. time= 95.4 min ( 935.7 - 840.3 )
Volume Invert Avail.Storage Storage Description
#1 733.68' 30,644 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
733.68 0 0.0 0 0
733.69 5,200 40.0 10 10
735.00 5,400 25.0 1,736 1,746
738.00 5,500 100.0 16,350 18,096
739.00 6,256 100.0 5,878 23,974
740.00 7,084 100.0 6,670 30,644
Device Routing Invert Outlet Devices
#1 Device 2 733.68'10.000 in/hr Exfiltration over Horizontal area above 733.68'
Excluded Horizontal area = 0 sf
#2 Primary 734.68'6.0" Round Culvert
L= 90.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 734.68' / 734.00' S= 0.0076 '/' Cc= 0.900
n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf
#3 Secondary 739.00'20.0' long x 5.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65
2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88
Primary OutFlow Max=0.85 cfs @ 12.61 hrs HW=736.15' (Free Discharge)
2=Culvert (Barrel Controls 0.85 cfs @ 4.31 fps)
1=Exfiltration (Passes 0.85 cfs of 1.26 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=733.68' (Free Discharge)
3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Summary for Pond Pro-01: Modified
Inflow Area = 9.124 ac, Inflow Depth = 1.44" for 1-Year event
Inflow = 17.56 cfs @ 12.06 hrs, Volume= 1.096 af
Outflow = 0.93 cfs @ 13.60 hrs, Volume= 1.096 af, Atten= 95%, Lag= 92.7 min
Primary = 0.93 cfs @ 13.60 hrs, Volume= 1.096 af
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
Peak Elev= 735.69' @ 13.60 hrs Surf.Area= 21,181 sf Storage= 25,090 cf
Plug-Flow detention time= 294.6 min calculated for 1.096 af (100% of inflow)
Center-of-Mass det. time= 294.5 min ( 1,117.4 - 822.8 )
Volume Invert Avail.Storage Storage Description
#1 733.46' 117,528 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
733.46 0 0 0
734.00 3,168 855 855
735.00 18,240 10,704 11,559
736.00 22,525 20,383 31,942
737.00 26,570 24,548 56,489
738.00 30,557 28,564 85,053
739.00 34,394 32,476 117,528
Device Routing Invert Outlet Devices
#1 Primary 732.89'24.0" Round Culvert
L= 50.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 732.89' / 732.64' S= 0.0050 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1 733.46'5.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 736.25'48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 738.00'13.0' long x 20.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.93 cfs @ 13.60 hrs HW=735.69' (Free Discharge)
1=Culvert (Passes 0.93 cfs of 17.70 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.93 cfs @ 6.84 fps)
3=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=733.46' (Free Discharge)
4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Summary for Pond Ex: Ex.Pond East side finish goods yard
Inflow Area = 35.468 ac, Inflow Depth = 1.46" for 1-Year event
Inflow = 49.57 cfs @ 12.04 hrs, Volume= 4.315 af
Outflow = 8.12 cfs @ 12.47 hrs, Volume= 4.315 af, Atten= 84%, Lag= 26.3 min
Primary = 8.12 cfs @ 12.47 hrs, Volume= 4.315 af
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
Peak Elev= 706.97' @ 12.47 hrs Surf.Area= 46,298 sf Storage= 43,447 cf
Plug-Flow detention time= 31.1 min calculated for 4.315 af (100% of inflow)
Center-of-Mass det. time= 31.1 min ( 931.2 - 900.1 )
Volume Invert Avail.Storage Storage Description
#1 701.86' 281,426 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
701.86 10 0 0
705.00 355 573 573
706.00 20,465 10,410 10,983
707.00 47,028 33,747 44,730
708.00 54,636 50,832 95,562
709.00 59,822 57,229 152,791
710.00 65,037 62,430 215,220
711.00 67,375 66,206 281,426
Device Routing Invert Outlet Devices
#1 Primary 701.76'27.0" Round Culvert
L= 163.2' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 701.76' / 699.97' S= 0.0110 '/' Cc= 0.900
n= 0.013, Flow Area= 3.98 sf
#2 Device 1 701.86'12.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 708.26'48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 710.00'10.0' long x 25.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=8.12 cfs @ 12.47 hrs HW=706.97' (Free Discharge)
1=Culvert (Passes 8.12 cfs of 38.65 cfs potential flow)
2=Orifice/Grate (Orifice Controls 8.12 cfs @ 10.34 fps)
3=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=701.86' (Free Discharge)
4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
DATE:
SCALE:
CHECKED BY:
SHEET OF 25
TR
E
X
C
O
M
P
A
N
Y
,
I
N
C
-
R
A
I
L
Y
A
R
D
LO
T
6
3
A
8
7
SH
A
W
N
E
E
M
A
G
I
S
T
E
R
I
A
L
D
I
S
T
R
I
C
T
FR
E
D
E
R
I
C
K
C
O
U
N
T
Y
,
V
I
R
G
I
N
I
A
TSS
1183.0
10
3
H
e
a
t
h
C
o
u
r
t
Wi
n
c
h
e
s
t
e
r
,
V
A
2
2
6
0
2
(5
4
0
)
6
8
6
-
7
3
7
3
fa
x
(
5
4
0
)
3
0
1
-
1
1
0
0
TSS
AS SHOWN
AUGUST 15, 2019
PROJECT NUMBER:
DRAWN BY:
ST
O
W
E
E
N
G
I
N
E
E
R
I
N
G
,
P
L
C
Timothy S. Stowe
8/15/19
12
CS112
ST
O
R
M
W
A
T
E
R
Q
U
A
L
I
T
Y
C
O
M
P
U
T
A
T
I
O
N
S
Virginia Runoff Reduction Method Worksheet -- Lellock Consulting
Site Data
Project Name:Rail Yard Area
Date:8/7/2019
Constants
Type of Development New Storm Event
Jurisdiction State Avg.1 Year 2 Year 10 Year
Annual Rainfall (inches)43 2.5 3.0 4.0
Target Rainfall Event (inches)1.00
Phosphorus EMC (mg/L)0.26 1.86 Nitrogen EMC (mg/L)
Target Phosphorus Target Load (lb/acre/yr)0.41
Pj 0.90
Rv Coefficients A soils B Soils C Soils D Soils
Forest/Open Space 0.02 0.03 0.04 0.05
Managed Turf 0.15 0.20 0.22 0.25
Impervious Cover 0.95 0.95 0.95 0.95
Land Cover (Acres)
Pre-Development(Info Only)A soils B Soils C Soils D Soils Totals
Forest/Open Space 0.000 0.000 0.000 0.000 0.000
Managed Turf 0.000 0.000 0.000 0.000 0.000
Impervious Cover 0.000 0.000 0.000 0.000 0.000
Total 0.000
Post-Development A soils B Soils C Soils D Soils Totals
Forest/Open Space 0.000 0.000 0.000 0.000 0.000
Managed Turf 0.000 0.000 1.639 4.275 5.914
Impervious Cover 0.000 0.000 1.987 3.879 5.866
Total 11.780
Land Cover Summary Post
Forest/Open Space Cover (acres)0.000
Weighted Rv(forest)0.00
% Forest 0.0%
Managed Turf Cover (acres)5.914
Weighted Rv(turf)0.24
% Managed Turf 50.2%
Impervious Cover (acres)5.866
Rv(impervious)0.95
% Impervious 49.8%
Total Site Area (acres)11.780
Site Rv 0.59
Treatment Volume (acre-ft)0.5835
Development Treatment Volume (cubic feet)25,417
Development Load (TP) (lb/yr)15.97
Allowable Load (TP) (lb/yr)4.83
Total Load (TP) Reduction Required (lb/yr)11.14
Nitrogen Load (TN) (lb/yr)114.24
Site Results
Total Site Area (Ac)11.780
Total Treated Area (Ac)4.176
% Treated 35%
Phosphorous
Total Treatment Volume (cf)25,417
Total Phosphorous Load Reduction Required (lb/yr)11.14
Runoff Reduction (cf)6,053
Phosphorous Load Reduction Achieved (lb/yr)4.27
Adjusted Post Development Phosphorous Load (TP) (lb/yr)11.70
Remaining Phosphorous Load Reduction (lb/yr) needed -6.87 -6.87 LB/YR Additional removal required
Nitrogen (for information purposes)
Total Treatment Volume (cf)25,417
Runoff Reduction (cf)6,053
Nitrogen Load Reduction Achieved (lb/yr)31.25
Adjusted Post Development Nitrogen Load (TP) (lb/yr)82.99
Drainage Area "A"Soils Total
A B C D Area Weighted RVs % Cover
Forest/Open Space Area (Ac.)0.000 0.000 0.000 0.000 0.000 0.00 0.00%
CN 30 55 70 77
Managed Turf Area (Ac.)0.000 0.000 0.185 2.473 2.658 0.25 63.65%
CN 39 61 74 80
Impervious Cover Area (Ac.)0.000 0.000 0.541 0.977 1.518 0.95 36.35%
CN 98 98 98 98 DA RV
4.176 "A" Total Drainage Area (Ac)Weighted CN 86 4.176 0.50 100%
S 1.59
6,053 Runoff Reduction (cf)1 Yr 2 Yr 10 Yr
1,513 Remaining Runoff Volume (cf)RV D e v e l o p e d (in) with no Runoff Reduction 1.2620 1.6835 2.5712
4.27 Phosphorus Removed (lb)RV D e v e l o p e d (in) with Runoff Reduction 0.8626 1.2842 2.1718
31.25 Nitrogen Removed (lb)Adjusted CN 79 80 81
4.176 Total Area Treated (Ac)
Runoff Reduction Phosporus Nitrogen
Drainage Area "A"Area Upstream Structure IDs Credit
Volume from
Upstream RR
Practice (cf)
Runoff
Reduction (cf)
Remaining
Runoff Volume
(cf)
Eff.
Load from
Upstream
Practices
(lbs)
Untreated
Load to
Practice
(lbs.)
Removed By
Practice
(lbs.)
Remaining
Load (lbs.)Eff.
Load from
Upstream
Practices
(lbs)
Untreated
Load to
Practice
(lbs.)
Removed By
Practice
(lbs.)
Remaining
Load (lbs.)
Struture
ID Structure Practice Unit (Ac.) (1) (2) (3) (4)
Bio 2 6.b. Bioretention #2 (Spec #9)impervious acres 1.518 80%0 4,188 1,047 50%0.00 3.29 2.96 0.33 60%0.00 23.50 21.62 1.88
turf acres 2.658 80%0 1,866 466 50%0.00 1.46 1.32 0.15 60%0.00 10.47 9.63 0.84
To be purchased
DATE:
SCALE:
CHECKED BY:
SHEET OF 25
TR
E
X
C
O
M
P
A
N
Y
,
I
N
C
-
R
A
I
L
Y
A
R
D
LO
T
6
3
A
8
7
SH
A
W
N
E
E
M
A
G
I
S
T
E
R
I
A
L
D
I
S
T
R
I
C
T
FR
E
D
E
R
I
C
K
C
O
U
N
T
Y
,
V
I
R
G
I
N
I
A
TSS
1183.0
10
3
H
e
a
t
h
C
o
u
r
t
Wi
n
c
h
e
s
t
e
r
,
V
A
2
2
6
0
2
(5
4
0
)
6
8
6
-
7
3
7
3
fa
x
(
5
4
0
)
3
0
1
-
1
1
0
0
TSS
AS SHOWN
AUGUST 15, 2019
PROJECT NUMBER:
DRAWN BY:
ST
O
W
E
E
N
G
I
N
E
E
R
I
N
G
,
P
L
C
Timothy S. Stowe
8/15/19
13
CS113
SEE DETAILS, SHEET 15
PIN 63-A-86A
HP HOOD, INC.
DB 935 PG 739
FI
N
I
S
H
P
R
O
D
U
C
T
Y
A
R
D
PIN 63-A-87
TREX COMPANY, INC.
INST. 020022798
PIN 63-A-87AVIRGINIA EAGLE PROPERTIES, LLC
INST. 100012626
PIN 63-A-110
TREX COMPANY, INC.
INST. 020022798
FINISH GOODS YARD EXPANSION
0.345 AC. TOTAL
0.234 AC. IMPERVIOUS (C-SOIL=0.179, D-SOIL=0.055)
0.111 AC. PERVIOUS (C-SOIL=0.011, D-SOIL=0.100)
RAIL YARD
11.437 AC. TOTAL
5.632 AC. IMPERVIOUS (C-SOIL=1.808, D-SOIL=3.824)
5.803 AC. PERVIOUS (C-SOIL=1.628, D-SOIL=4.175)
DRAINAGE AREA FOR WATER QUALITY COMPUTATIONS
10
11
20
21
22
16
15
12
10
11
20
21
22
16
15
12
LO
C
LO
C
LO
C
LO
C
LO
C
LO
C
LO
C
LO
C
LO
C
LO
C
LO
C
BI
O
R
E
T
E
N
T
I
O
N
P
L
A
N
PLANT LIST FOR BIO RETENTION
TREE
SYMBOL SCIENTIFIC NAME COMMON NAME
LB LINDERA BENZOIN SPICEBUSH 22
SHRUB
SYMBOL SCIENTIFIC NAME COMMON NAME MIN.SIZE
HUMMINGBIRD SWEET PEPPER
BUSH 3 GAL. 66
Total Plants 88
** PLANT MATERIAL MAY BE REVISED BY LANDSCAPE ARCHITECT WITH APPROVAL BY JURISDICTION,HOWEVER, THE PLANT SELECTION MUST BE MORE "WET-FOOTED" AND SALT-TOLERANT THAN THOSETYPICALLY USED IN THE PIEDMONT.
CA CLETHRA ALNIFOLIA
'HUMMINGBIRD"
Bio-Retention Computation
Structure:2 Level 2
Rv 0.5 From RRM Computation Effective Depth Computation
Actual Design
Area 4.176 Acres Void Depth Depth
181,907 SF Ratio (Ft) (Ft)
Gravel 0.40 1.00 0.40
Treatment volume computation Choker Layer Stone 0.40 0.16 0.06
Tv=(Rv*A)/12 Choker Layer Sand 0.25 0.16 0.04
7,579 CF Media 0.25 3.00 0.75
Pool 1.00 1.00 1.00
Surface Area Computation Totals 5.3 2.25
SA=((Coeff.*Tv)-volume reduced by upstream BMP)/Effective Depth
Media Requirements
Coeff 1.50 General
Eff.Depth 2.25 85%-88% Sand
8%-12% Soil Fines
Req'd.5,044 SF 3%-5% Organic Matter
Provided 5,500 SF Tree Areas
50% Sand
Geometry 30% Topsoil
Ratio of shortest flow path to overall length 20% Accepatable Leaf Compost
SFP 135 Ft.
L 135 Ft.Elevations
SFP/L 1.00 Provided Water Surface 739.00
0.80 Req'd.Top of Media 738.00
Bottom of Media 735.00
Pretreatment Bottom Choking Layer 734.68
Gravel Flow Spreader Invert of Underdrain 734.68
Bottom of gravel layer 733.68
Planting Plan
Surface area coverage of at least 90% within 2 Years
Tree planted at 1 per 250 SF of Surface area
22 Trees
Shrubs
Provide 3 per every tree required.
66 Shrubs
Availability Letter
DATE:
SCALE:
CHECKED BY:
SHEET OF 25
TR
E
X
C
O
M
P
A
N
Y
,
I
N
C
-
R
A
I
L
Y
A
R
D
LO
T
6
3
A
8
7
SH
A
W
N
E
E
M
A
G
I
S
T
E
R
I
A
L
D
I
S
T
R
I
C
T
FR
E
D
E
R
I
C
K
C
O
U
N
T
Y
,
V
I
R
G
I
N
I
A
TSS
1183.0
1
0
3
H
e
a
t
h
C
o
u
r
t
W
i
n
c
h
e
s
t
e
r
,
V
A
2
2
6
0
2
(
5
4
0
)
6
8
6
-
7
3
7
3
f
a
x
(
5
4
0
)
3
0
1
-
1
1
0
0
TSS
AS SHOWN
AUGUST 15, 2019
PROJECT NUMBER:
DRAWN BY:
ST
O
W
E
E
N
G
I
N
E
E
R
I
N
G
,
P
L
C
Timothy S. Stowe
8/15/19
14
CS114
LOC
BI
O
R
E
T
E
N
T
I
O
N
D
E
T
A
I
L
S
NO WORK ON BIO-RETENTION SITE IS TO BEGIN UNTIL TEMPORARY
EROSION STABILIZATION ON THE BIO-RETENTION SITE HAS OCCURRED.
SEQUENCE OF CONSTRUCTION FOR BIORETENTION
1. INSTALL SEDIMENT CONTROL DEVICES AS SHOWN ON THE PLANS.
2. GRADE SITE TO ELEVATIONS SHOWN ON PLAN.
3. STABILIZE GRADING WITHIN LIMIT OF DISTURBANCE EXCEPT FOR BIORETENTION AREA.
4. EXCAVATE BIORETENTION AREA TO PROPOSED INVERT DEPTH AND SCARIFY THE EXISTING SOIL
SURFACES, TAKING CARE NOT TO COMPACT THE IN-SITU MATERIALS.
5. INSTALL UNDERDRAIN SYSTEM.
6. BACKFILL BIORETENTION AREA WITH FILTER MEDIA AS SHOWN IN THE PLANS AND DETAILED IN THE
SPECIFICATIONS. OVERFILLING IS RECOMMENDED TO ACCOUNT FOR SETTLEMENT.
7. PRESOAK THE FILTER MEDIA PRIOR TO PLANTING VEGETATION TO ALLOW FOR SETTLEMENT. THIS CAN BE
DONE BY WATER TRUCK OR ALLOWING WATER TO ENTER THE PIT FROM A RAIN EVENT.
8. EXCAVATE OR FILL TO ACHIEVE PROPER DESIGN GRADE, LEAVING SPACE FOR THE UPPER LAYER OF
MULCH AND/OR TOPSOIL THAT WILL BRING THE SURFACE TO FINAL GRADE AND READY FOR PLANTING.
9. PLANT VEGETATION SPECIFIED IN THE PLANTING PLAN FOR BIORETENTION AREA.
10. MULCH AND INSTALL EROSION PROTECTION AT ENTRANCE POINTS; REMOVE SEDIMENT CONTROL
PRACTICES OR ENTRANCE BLOCKS WITH INSPECTOR AUTHORIZATION.NOTES
9.2. First Year Maintenance Operations
Successful establishment of bioretention areas requires that the following tasks be undertaken in the first year following installation:
·Initial inspections. For the first 6 months following construction, the site should be inspected at least twice after storm events that exceed
1/2 inch of rainfall.
·Spot Reseeding. Inspectors should look for bare or eroding areas in the contributing drainage area or around the bioretention area, and
make sure they are immediately stabilized with grass cover.
·Fertilization. One-time, spot fertilization may be needed for initial plantings.
·Watering. Watering is needed once a week during the first 2 months, and then as needed during first growing season (April-October),
depending on rainfall.
·Remove and replace dead plants. Since up to 10% of the plant stock may die off in the first year, construction contracts should include a
care and replacement warranty to ensure that vegetation is properly established and survives during the first growing season following
construction. The typical thresholds below which replacement is required are 85% survival of plant material and 100% survival of trees.
9.3. Maintenance Inspections
It is highly recommended that a spring maintenance inspection and cleanup be conducted at each bioretention area. The following is a list of
some of the key maintenance problems to look for:
·Check to see if 75% to 90% cover (mulch plus vegetative cover) has been achieved in the bed, and measure the depth of the remaining
mulch.
·Check for sediment buildup at curb cuts, gravel diaphragms or pavement edges that prevents flow from getting into the bed, and check
for other signs of bypassing.
·Check for any winter- or salt-killed vegetation, and replace it with hardier species.
·Note presence of accumulated sand, sediment and trash in the pre-treatment cell or filter beds, and remove it.
·Inspect bioretention side slopes and grass filter strips for evidence of any rill or gully erosion, and repair it.
·Check the bioretention bed for evidence of mulch flotation, excessive ponding, dead plants or concentrated flows, and take appropriate
remedial action.
·Check inflow points for clogging, and remove any sediment.
·Look for any bare soil or sediment sources in the contributing drainage area, and stabilize them immediately.
·Check for clogged or slow-draining soil media, a crust formed on the top layer, inappropriate soil media, or other causes of insufficient
filtering time, and restore proper filtration characteristics.
Example maintenance inspection checklists for Bioretention areas can be accessed in Appendix C of Chapter 9 of the Virginia Stormwater
Management Handbook (2010).
9.4. Routine and Non-Routine Maintenance Tasks
Maintenance of bioretention areas should be integrated into routine landscape maintenance tasks. If landscaping contractors will be
expected to perform maintenance, their contracts should contain specifics on unique bioretention landscaping needs, such as maintaining
elevation differences needed for ponding, proper mulching, sediment and trash removal, and limited use of fertilizers and pesticides. A
customized maintenance schedule must be prepared for each bioretention facility, since the maintenance tasks will differ depending on the
scale of bioretention, the landscaping template chosen, and the type of surface cover. A generalized summary of common maintenance tasks
and their frequency is provided in Table 9.8.
The most common non-routine maintenance problem involves standing water. If water remains on the surface for more than 48 hours after a
storm, adjustments to the grading may be needed or underdrain repairs may be needed. The surface of the filter bed should also be checked
for accumulated sediment or a fine crust that builds up after the first several storm events. There are several methods that can be used to
rehabilitate the filter (try the easiest things first, as listed below):
·Open the underdrain observation well or cleanout and pour in water to verify that the underdrains are functioning and not clogged or
otherwise in need of repair. The purpose of this check is to see if there is standing water all the way down through the soil. If there is
standing water on top, but not in the underdrain, then there is a clogged soil layer. If the underdrain and stand pipe indicates standing
water, then the underdrain must be clogged and will need to be snaked.
·Remove accumulated sediment and till 2 to 3 inches of sand into the upper 8 to 12 inches of soil.
·Install sand wicks from 3 inches below the surface to the underdrain layer. Sand wicks can be installed by excavating or augering (using
a tree auger or similar tool) down to the gravel storage zone to create vertical columns which are then filled with a clean open-graded
coarse sand material (coarse sand mix similar to the gradation used for the soil media). A sufficient number of wick drains of sufficient
dimension should be installed to meet the design dewatering time for the facility.
·Last resort - remove and replace some or all of the soil media.
Sample Construction Inspection Checklist for Bioretention Practices: The following checklist provides a basic outline of the anticipated items for the construction
inspection of Bioretention Practices. This checklist does not necessarily distinguish between all the design variations and differences in construction between the family of
practices: bioretention basins, micro-bioretention (or raingardens), and urban bioretention. Similarly, the use of an infiltration sump below an underdrain, or an infiltration
sump with an “upturned elbow”, and other variations between Level 1 and Level 2 bioretention may not be clearly identified in this checklist. Inspectors should review the
plans carefully, and adjust these items and the timing of inspection verification as needed to ensure the intent of the design is met. Finally, users of this information may
wish to incorporate these items into a VSMP Authority Construction Checklist format consistent with the format used for erosion and sediment control and BMP
construction inspections.
Pre-Construction Meeting
☐Pre-construction meeting with the contractor designated to install the bioretention practice has been conducted.
☐Identify the tentative schedule for construction and verify the requirements and schedule for interim inspections and sign-off.
☐Subsurface investigation and soils report supports the placement of an bioretention practice in the proposed location.
☐Impervious cover has been constructed/installed and area is free of construction equipment, vehicles, material storage, etc.
☐All pervious areas of the contributing drainage areas have been adequately stabilized with a thick layer of vegetation and erosion control measures have been
removed.
☐Area of bioretention practice has not been impacted during construction.
☐Stormwater has been diverted around the area of the bioretention practice and perimeter erosion control measures to protect the facility during construction have been
installed. .
Excavation
☐Compare the bioretention surface and invert design elevations with the actual constructed elevations of the inflow and outlet inverts and adjust design elevations as
needed.
☐Area of bioretention excavation is marked and the size and location conforms to plan.
☐If the excavation area has been used as a sediment trap: verify that the bottom elevation of the proposed stone reservoir is lower than the bottom elevation of the
existing trap.
☐For Level 2 bioretention, ensure the bottom of the excavation is scarified prior to placement of stone.
☐Subgrade surface is free of rocks and roots, and large voids. Any voids should be refilled with the base aggregate to create a level surface for the placement of
aggregates and underdrain (if required).
☐No groundwater seepage or standing water is present. Any standing water is dewatered to an acceptable dewatering device.
☐Excavation of the bioretention practice has achieved proper grades and the required geometry and elevations without compacting the bottom of the excavation.
☐Certification of Excavation Inspection: Inspector certifies the successful completion of the excavation steps listed above.
Filter Layer, Underdrain, and Stone Reservoir Placement
☐All aggregates, including, as required, the filter layer (choker stone & sand), the stone reservoir layer or infiltration sump conform to specifications as certified by
quarry.
☐Underdrain size and perforations meet the specifications.
☐For Level 2 installations: placement of filter layer and initial lift of stone reservoir layer aggregates with underdrain or infiltration sump, spread (not dumped) to
avoid aggregate segregation; or
☐Impermeable liner, when required, meets project specifications and is placed in accordance with manufacturers specifications.
☐Sides of excavation covered with geotextile, when required, prior to placing stone reservoir aggregate; no tears or holes, or excessive wrinkles are present.
☐Placement of underdrain, observation wells, and underdrain fittings (45 degree wyes, cap at the upstream end, etc.) are in accordance with the approved plans.
☐Elevations of underdrain and outlet structure are in accordance with approved plans, or as adjusted to meet field conditions.
☐Placement of remaining lift of stone reservoir layer as needed to achieve the required reservoir depth.
☐Certification of Filter Layer and Underdrain Placement Inspection: Inspector certifies the successful completion of the filter layer and underdrain placement
steps listed above.
Bioretention Soil Media Placement
☐Soil media is certified by supplier or contractor as meeting the project specifications.
☐Soil media is placed in 12-inch lifts to the design top elevation of the bioretention area. Elevation has been verified after settlement (2 to 4 days after initial
placement).
☐Side slopes of ponding area are feathered back at the required slope (no steeper than 3H:1V).
☐Certification of Soil Media Placement Inspection: Inspector certifies the successful completion of the soil media steps listed above.
Pretreatment and Plant Installation
☐Placement of energy dissipators and pretreatment practices (forebays, gravel diaphragms, etc.) are installed in accordance with the approved plans.
☐Riser, overflow weir, or other outflow structure is set to the proper elevation and functional; or.
☐External bypass structure is built in accordance with the approved plans.
☐Appropriate number and spacing of plants are installed in accordance with the approved plans.
☐All erosion and sediment control practices have been removed.
☐ Follow-up inspection and as-built survey/certification has been scheduled.
☐GPS coordinates have been documented for all bioretention practice installations on the parcel.
4" P.V.C. Cleanout Detail Observation Well Detail
GRAVE PRE-TREATNEMT DIAPHRAGM
N.T.S.
·DRAWING TAKEN FROM DEQ SPEC NO.9
TYPICAL BIO-RETENTION
CROSS SECTION
DATE:
SCALE:
CHECKED BY:
SHEET OF 25
TR
E
X
C
O
M
P
A
N
Y
,
I
N
C
-
R
A
I
L
Y
A
R
D
LO
T
6
3
A
8
7
SH
A
W
N
E
E
M
A
G
I
S
T
E
R
I
A
L
D
I
S
T
R
I
C
T
FR
E
D
E
R
I
C
K
C
O
U
N
T
Y
,
V
I
R
G
I
N
I
A
TSS
1183.0
10
3
H
e
a
t
h
C
o
u
r
t
Wi
n
c
h
e
s
t
e
r
,
V
A
2
2
6
0
2
(5
4
0
)
6
8
6
-
7
3
7
3
fa
x
(
5
4
0
)
3
0
1
-
1
1
0
0
TSS
AS SHOWN
AUGUST 15, 2019
PROJECT NUMBER:
DRAWN BY:
ST
O
W
E
E
N
G
I
N
E
E
R
I
N
G
,
P
L
C
Timothy S. Stowe
8/15/19
15
CS115
EX.GROUND
EXISTING
54'-24" RCP
@ 0.50%
50 51
0+
0
0
.
0
0
IN
V
.
O
U
T
=
7
3
2
.
5
7
(
E
X
)
0+
5
4
.
1
5
4
'
D
I
A
.
R
I
S
E
R
W
I
T
H
T
R
A
S
H
R
A
C
K
(
E
X
)
IN
V
.
O
U
T
=
7
3
2
.
8
4
(
E
X
)
RI
M
=
7
3
7
.
2
0
20' RIP-RAP
EMER SPILLWAY
ELEV = 738.00
ADJ TOP INV
TO 736.25
IN
V
.
I
N
=
7
3
3
.
4
6
-
5
"
O
R
I
F
I
C
E
-
R
E
V
I
S
E
D
CHANGE
ORIFICE PLATE
TO 5" OPENING
STORM WATER MANAGEMENT POND
OUTLET STRUCTURE MODIFICATIONS
SCALE: 1" = 50'
DATE:
SCALE:
CHECKED BY:
SHEET OF 25
TR
E
X
C
O
M
P
A
N
Y
,
I
N
C
-
R
A
I
L
Y
A
R
D
LO
T
6
3
A
8
7
SH
A
W
N
E
E
M
A
G
I
S
T
E
R
I
A
L
D
I
S
T
R
I
C
T
FR
E
D
E
R
I
C
K
C
O
U
N
T
Y
,
V
I
R
G
I
N
I
A
TSS
1183.0
1
0
3
H
e
a
t
h
C
o
u
r
t
W
i
n
c
h
e
s
t
e
r
,
V
A
2
2
6
0
2
(
5
4
0
)
6
8
6
-
7
3
7
3
f
a
x
(
5
4
0
)
3
0
1
-
1
1
0
0
TSS
AS SHOWN
AUGUST 15, 2019
PROJECT NUMBER:
DRAWN BY:
ST
O
W
E
E
N
G
I
N
E
E
R
I
N
G
,
P
L
C
Timothy S. Stowe
8/15/19
DE
T
A
I
L
S
16
CS116
NOTE: ALL PIPES IN THE RAIL YARD AREA
SHALL BE COMPLETELY BACKFILLED
WITH 21-B.
DATE:
SCALE:
CHECKED BY:
SHEET OF 25
TR
E
X
C
O
M
P
A
N
Y
,
I
N
C
-
R
A
I
L
Y
A
R
D
LO
T
6
3
A
8
7
SH
A
W
N
E
E
M
A
G
I
S
T
E
R
I
A
L
D
I
S
T
R
I
C
T
FR
E
D
E
R
I
C
K
C
O
U
N
T
Y
,
V
I
R
G
I
N
I
A
TSS
1183.0
10
3
H
e
a
t
h
C
o
u
r
t
Wi
n
c
h
e
s
t
e
r
,
V
A
2
2
6
0
2
(5
4
0
)
6
8
6
-
7
3
7
3
fa
x
(
5
4
0
)
3
0
1
-
1
1
0
0
TSS
AS SHOWN
AUGUST 15, 2019
PROJECT NUMBER:
DRAWN BY:
ST
O
W
E
E
N
G
I
N
E
E
R
I
N
G
,
P
L
C
Timothy S. Stowe
8/15/19
ER
O
S
I
O
N
A
N
D
S
E
D
I
M
E
N
T
CO
N
T
R
O
L
N
A
R
A
T
I
V
E
17
CS117
Erosion and Sediment Control Narrative
Project Description
This project consists of the construction of constructing a paved outdoor storage area. 6.0 acres of land will be disturbed with the construction of
this project.
Date of Construction
Construction is planned to begin and end in the 4th quarter of 2019.
Existing Site Conditions
The site is on the Trex Winchester Campus and currently has a rail loadout area with an existing stormwater management basin.
Adjacent Property
The project is located in an industrial area where HP Hood bounds the site to the east and Virginia Eagle distributers to the south. Trex Campus
bounds the site on the north and CSX rail road to the west.
Offsite Areas
There are no planned off-site borrow or disposal areas associated with this project.
Soils
For the project area, generalized soils data contained on the USDA Natural Resource Conservation Service's Web Soil Survey shows the project
area has 94.3% Oaklet silt loam soil and 5.8% Carbo-Oaklet soil.
Geology
Several rock outcroppings observed during the site walkover. No karst features were observed.
Critical Erosion Areas
Areas, where concentrated stormwater is discharged, will be critical.
Erosion and Sediment Control Measures
Unless otherwise indicated, all vegetative and structural erosion and sediment control practices shall be constructed and maintained according to
minimum standards and specifications of the Virginia Erosion and Sediment Control Handbook. The minimum standards of the handbook shall be
adhered to unless otherwise waived or approved by a variance.
CONSTRUCTION NARRATIVE
The work shall generally be carried out in the following sequence:
PHASE 1
1. Hold pre-construction meeting on-site with the inspector. The Frederick County inspector shall have 48 hours notice to schedule an on-site
pre-construction inspection following the issuance of a land disturbance permit. The certified responsible land disturber must attend the
pre-construction meeting
2. Install the construction entrance. Temporary Construction Entrance (3.02) installed at the entrance to the site to minimize mud carried onto
the roadway.
3. Clearing and grubbing for sediment control and sediment trapping devices only. Silt Fence Barrier (3.05) and Diversion Dikes (3.09) are to be
installed down-slope of work areas and around the on-site stockpile area to filter sediment-laden runoff from sheet flow as indicated on the
plans.
4. Construct and/or place sediment trapping and sediment control devices. The temporary sediment traps (3.13) shall be constructed first and
shall retain the runoff from the site to allow sediment to settle out before runoff leaves the site.
PHASE 2
1. Clear and grub the remainder of the site. Topsoil in the on-site stockpile area shall be stripped stockpiled area for later use. All stockpiles shall
be stabilized with seeding and surrounded with silt fence.
2. Rough grade the site.
3. Storm drain structures and pipe shall be installed. Inlet protection (3.07) and culvert inlet protection (3.08) shall be installed as shown on the
plans around inlets to filter sediment-laden runoff. Outlet protection will be placed to minimize erosion at the pipe outlets. The area shall be
stabilized upon completion of grading.
5. Final grading.
6. Top Soiling (3.30) and Surface Roughening (3.29) shall be applied to all areas that will be seeded.
7. Permanent Seeding (3.32) shall be applied as soon as the grading operations are completed.
8. Remove erosion and sediment control measures within 30 days from when they are no longer needed and with approval of the inspector.
Vegetative Practices
Temporary seeding (3.31) soil stabilization shall be applied to denuded areas within seven days after the final grading is complete on any portion
of the site. Temporary soil stabilization shall be applied within seven days to denuded areas that may not be at final grade but will remain dormant
for longer than 30 days, but less than one year. Permanent stabilization shall be applied to areas that are to be left dormant for more than one
year.
Stockpile areas shall be surrounded with silt fence and protected by mulch and/or temporary seeding immediately after grading.
Diversion dike and temporary sediment trap embankments shall be compacted by machine, seeded and mulched (hay mulch or straw) for
temporary and/or permanent vegetative cover immediately after construction.
Vegetative stabilization shall be uniform, mature enough to survive, and adequate to inhibit erosion. Any areas not meeting these requirements
shall be reseeded.
Management Practices
Construction will be carried out so that grading operations can begin and end as quickly as possible.
Sediment trapping measures will be installed as the first step in grading. These measures will be seeded and mulched immediately following
installation.
Temporary seeding or other stabilization will follow immediately after grading.
Areas which are not to be disturbed will be clearly marked by flags, signs, etc.
The job superintendent shall be responsible for the installation and maintenance of all erosion and sediment control practices. Maintenance of
these measures throughout the project is critical to the effectiveness of the program.
Devices listed herein are considered to be minimum erosion and sediment controls. Addition E&S measures may be necessary due to contractor
phasing or other unforeseen conditions. It is the contractor's responsibility to provide measures in addition to those shown in order to control
erosion and contain sediment on the site. All measures shall be installed in accordance with the Virginia Erosion and Sediment Control Handbook.
After achieving adequate stabilization, the temporary E&S controls will be cleaned up and removed.
Permanent Stabilization
All areas disturbed by construction shall be stabilized with permanent seeding immediately following finish grading. Seeding shall be done with
Kentucky 31 Tall Fescue according to Std. & Spec. 3.32, PERMANENT SEEDING, of the handbook. Mulch (straw or fiber) will be installed over fill
slopes which have been brought to final grade and have been seeded to protect the slopes from hill and gully erosion and to allow the seed to
germinate properly will be used on relatively flat areas. In all seeding operations, seed, fertilizer, and lime will be applied before mulching.
STORMWATER MANAGEMENT
This project increases the impervious area of the site are requires detention of stormwater runoff and treatment of stormwater quality. Both are
accounted for in the project design.
MAINTENANCE
In general, all erosion and sediment control measures will be checked daily and after each rainfall event. The following items are to be checked:
1. The gravel construction entrance shall be checked regularly for sediment buildup which will prevent drainage. If the gravel is clogged by
sediment, it shall be removed and cleaned or replaced.
2. The temporary sediment traps shall be checked and cleaned if the sediment level is found to be equal to or greater than the sediment
clean-out point. The temporary sediment trap and temporary sediment basin shall remain in place until all on-site contributing areas are
stabilized.
3. The inlet protection and rock check dams shall be checked, cleaned of silt, and where needed repaired.
4. The seeded areas will be checked regularly to ensure that a good stand is maintained. Areas should be fertilized and reseeded as needed.
5. The contractor shall be responsible for keeping all roads and travel ways, both public and private, clean of all dust and mud at all times.
6. All downstream properties and waterways shall be provided adequate protection from erosion and sediment deposition.
SEEDING SCHEDULE
1. All permanent seeding shall be in accordance with section 3.32 of the VESCH.
2. On non-rock surfaces, spread topsoil at a minimum depth of four inches.
3. Incorporate pulverized agricultural lime into the soil at a rate of 92 lbs. per 1000 sq. ft. (2 tons per acre).
4. Fertilize with 10-10-10 fertilizer at a rate of 23 lbs. per 1000 sq. ft. (1000 lbs. per acre).
5. Seed all areas with a seed mix consisting of 67% Kentucky 31 Tall Fescue and 33% Red Top Clover.
6. Mulch all seeded areas with straw mulch applied at a rate of 3,500 lbs. per acre anchored with cutback or emulsified asphalt applied at a rate
of 200 gallons per acre.
DUST CONTROL
1. Temporary seeding shall be applied to all disturbed areas subject to little or no construction traffic.
2. All haul roads and other heavy traffic routes shall be sprinkled with water until the surface is wet. This process shall be repeated as needed to
control dust.
MINIMUM CONSTRUCTION EROSION & SEDIMENT CONTROL STANDARDS
9VAC25-840-40. Minimum standards.
A VESCP must be consistent with the following criteria, techniques and methods:
1. Permanent or temporary soil stabilization shall be applied to denuded areas within seven days after final grade is reached on any portion of the
site. Temporary soil stabilization shall be applied within seven days to denuded areas that may not be at final grade but will remain dormant for
longer than 14 days. Permanent stabilization shall be applied to areas that are to be left dormant for more than one year.
2. During construction of the project, soil stock piles and borrow areas shall be stabilized or protected with sediment trapping measures. The
applicant is responsible for the temporary protection and permanent stabilization of all soil stockpiles on site as well as borrow areas and soil
intentionally transported from the project site.
3. A permanent vegetative cover shall be established on denuded areas not otherwise permanently stabilized. Permanent vegetation shall not be
considered established until a ground cover is achieved that is uniform, mature enough to survive and will inhibit erosion.
4. Sediment basins and traps, perimeter dikes, sediment barriers and other measures intended to trap sediment shall be constructed as a first step
in any land-disturbing activity and shall be made functional before upslope land disturbance takes place.
5. Stabilization measures shall be applied to earthen structures such as dams, dikes and diversions immediately after installation.
6. Sediment traps and sediment basins shall be designed and constructed based upon the total drainage area to be served by the trap or basin.
a. The minimum storage capacity of a sediment trap shall be 134 cubic yards per acre of drainage area and the trap shall only control drainage
areas less than three acres.
b. Surface runoff from disturbed areas that is comprised of flow from drainage areas greater than or equal to three acres shall be controlled by a
sediment basin. The minimum storage capacity of a sediment basin shall be 134 cubic yards per acre of drainage area. The outfall system shall, at a
minimum, maintain the structural integrity of the basin during a 25-year storm of 24-hour duration. Runoff coefficients used in runoff calculations
shall correspond to a bare earth condition or those conditions expected to exist while the sediment basin is utilized.
7. Cut and fill slopes shall be designed and constructed in a manner that will minimize erosion. Slopes that are found to be eroding excessively
within one year of permanent stabilization shall be provided with additional slope stabilizing measures until the problem is corrected.
8. Concentrated runoff shall not flow down cut or fill slopes unless contained within an adequate temporary or permanent channel, flume or slope
drain structure.
9. Whenever water seeps from a slope face, adequate drainage or other protection shall be provided.
10. All storm sewer inlets that are made operable during construction shall be protected so that sediment-laden water cannot enter the conveyance
system without first being filtered or otherwise treated to remove sediment.
11. Before newly constructed stormwater conveyance channels or pipes are made operational, adequate outlet protection and any required
temporary or permanent channel lining shall be installed in both the conveyance channel and receiving channel.
12. When work in a live watercourse is performed, precautions shall be taken to minimize encroachment, control sediment transport and stabilize
the work area to the greatest extent possible during construction. Nonerodible material shall be used for the construction of causeways and
cofferdams. Earthen fill may be used for these structures if armored by nonerodible cover materials.
13. When a live watercourse must be crossed by construction vehicles more than twice in any six-month period, a temporary vehicular stream
crossing constructed of nonerodible material shall be provided.
14. All applicable federal, state and local requirements pertaining to working in or crossing live watercourses shall be met.
15. The bed and banks of a watercourse shall be stabilized immediately after work in the watercourse is completed.
16. Underground utility lines shall be installed in accordance with the following standards in addition to other applicable criteria:
a. No more than 500 linear feet of trench may be opened at one time.
b. Excavated material shall be placed on the uphill side of trenches.
c. Effluent from dewatering operations shall be filtered or passed through an approved sediment trapping device, or both, and discharged in a
manner that does not adversely affect flowing streams or off-site property.
d. Material used for backfilling trenches shall be properly compacted in order to minimize erosion and promote stabilization.
e. Restabilization shall be accomplished in accordance with this chapter.
f. Applicable safety requirements shall be complied with.
17. Where construction vehicle access routes intersect paved or public roads, provisions shall be made to minimize the transport of sediment by
vehicular tracking onto the paved surface. Where sediment is transported onto a paved or public road surface, the road surface shall be cleaned
thoroughly at the end of each day. Sediment shall be removed from the roads by shoveling or sweeping and transported to a sediment control
disposal area. Street washing shall be allowed only after sediment is removed in this manner. This provision shall apply to individual development lots
as well as to larger land-disturbing activities.
18. All temporary erosion and sediment control measures shall be removed within 30 days after final site stabilization or after the temporary
measures are no longer needed, unless otherwise authorized by the VESCP authority. Trapped sediment and the disturbed soil areas resulting from
the disposition of temporary measures shall be permanently stabilized to prevent further erosion and sedimentation.
19. Properties and waterways downstream from development sites shall be protected from sediment deposition, erosion and damage due to
increases in volume, velocity and peak flow rate of stormwater runoff for the stated frequency storm of 24-hour duration in accordance with the
following standards and criteria. Stream restoration and relocation projects that incorporate natural channel design concepts are not man-made
channels and shall be exempt from any flow rate capacity and velocity requirements for natural or man-made channels:
a. Concentrated stormwater runoff leaving a development site shall be discharged directly into an adequate natural or man-made receiving
channel, pipe or storm sewer system. For those sites where runoff is discharged into a pipe or pipe system, downstream stability analyses at the
outfall of the pipe or pipe system shall be performed.
b. Adequacy of all channels and pipes shall be verified in the following manner:
(1) The applicant shall demonstrate that the total drainage area to the point of analysis within the channel is one hundred times greater than
the contributing drainage area of the project in question; or
(2)(a) Natural channels shall be analyzed by the use of a two-year storm to verify that stormwater will not overtop channel banks nor cause
erosion of channel bed or banks.
(a)All previously constructed man-made channels shall be analyzed by the use of a ten-year storm to verify that stormwater will not overtop
its banks and by the use of a two-year storm to demonstrate that stormwater will not cause erosion of channel bed or banks; and
(b) Pipes and storm sewer systems shall be analyzed by the use of a ten-year storm to verify that stormwater will be contained within the
pipe or system.
c. If existing natural receiving channels or previously constructed man-made channels or pipes are not adequate, the applicant shall:
(1) Improve the channels to a condition where a ten-year storm will not overtop the banks and a two-year storm will not cause erosion to
channel the bed or banks; or
(2) Improve the pipe or pipe system to a condition where the ten-year storm is contained within the appurtenances;
(3) Develop a site design that will not cause the pre-development peak runoff rate from a two- year storm to increase when runoff outfalls
into a natural channel or will not cause the pre- development peak runoff rate from a ten-year storm to increase when runoff outfalls into a man-
made channel; or provide a combination of channel improvement, stormwater detention or other measures which is satisfactory to the VESCP
authority to prevent downstream erosion.
d. The applicant shall provide evidence of permission to make the improvements.
e. All hydrologic analyses shall be based on the existing watershed characteristics and the ultimate development condition of the subject project.
f. If the applicant chooses an option that includes stormwater detention, he shall obtain approval from the VESCP of a plan for maintenance of the
detention facilities. The plan shall set forth the maintenance requirements of the facility and the person responsible for performing the
maintenance.
g. Outfall from a detention facility shall be discharged to a receiving channel, and energy dissipators shall be placed at the outfall of all detention
facilities as necessary to provide a stabilized transition from the facility to the receiving channel.
h. All on-site channels must be verified to be adequate.
i. Increased volumes of sheet flows that may cause erosion or sedimentation on adjacent property shall be diverted to a stable outlet, adequate
channel, pipe or pipe system, or to a detention facility.
j. In applying these stormwater management criteria, individual lots or parcels in a residential, commercial or industrial development shall not be
considered to be separate development projects. Instead, the development, as a whole, shall be considered to be a single development project.
Hydrologic parameters that reflect the ultimate development condition shall be used in all engineering calculations.
k. All measures used to protect properties and waterways shall be employed in a manner which minimizes impacts on the physical, chemical and
biological integrity of rivers, streams and other waters of the state.
Any plan approved prior to July 1, 2014, that provides for stormwater management that addresses any flow rate capacity and velocity requirements
for natural or man-made channels shall satisfy the flow rate capacity and velocity requirements for natural or man-made channels if the practices
are designed to (i) detain the water quality volume and to release it over 48 hours; (ii) detain and release over a 24-hour period the expected rainfall
resulting from the one year, 24- hour storm; and (iii) reduce the allowable peak flow rate resulting from the 1.5, 2, and 10-year, 24-hour storms to a
level that is less than or equal to the peak flow rate from the site assuming it was in a good forested condition, achieved through multiplication of
the forested peak flow rate by a reduction factor that is equal to the runoff volume from the site when it was in a good forested condition divided by
the runoff volume from the site in its proposed condition, and shall be exempt from any flow rate capacity and velocity requirements for natural or
man-made channels as defined in any regulations promulgated pursuant to § 62.1-44.15:54 or 62.1- 44.15:65 of the Act.
l. For plans approved on and after July 1, 2014, the flow rate capacity and velocity requirements of § 62.1-44.15:52 A of the Act and this
subsection shall be satisfied by compliance with water quantity requirements in the Stormwater Management Act (§62.1-44.15:24 et seq. of the
Code of Virginia) and attendant regulations, unless such land-disturbing activities are in accordance with 9VAC25-870-48 of the Virginia Stormwater
Management Program (VSMP) Permit Regulations.
m. Compliance with the water quantity minimum standards set out in 9VAC25-870-66 of the Virginia Stormwater Management Program (VSMP)
Permit Regulations shall be deemed to satisfy the requirements of Minimum Standard 19.
P
I
N
6
3
-
A
-
8
7
T
R
E
X
C
O
M
P
A
N
Y
,
I
N
C
.
I
N
S
T
.
0
2
0
0
2
2
7
9
8
P
I
N
6
3
-
A
-
8
7
A
V
I
R
G
I
N
I
A
E
A
G
L
E
P
R
O
P
E
R
T
I
E
S
,
L
L
C
I
N
S
T
.
1
0
0
0
1
2
6
2
6
P
I
N
6
3
-
A
-
1
1
0
T
R
E
X
C
O
M
P
A
N
Y
,
I
N
C
.
I
N
S
T
.
0
2
0
0
2
2
7
9
8
10
11
20
21
22
16
15
12
LOC
LOC
LOC
LOC
LOC
LOC
LOC
LOC
LOC
LOC
LOC
X X X X
X X
X
X X X
X
X
X
X
X
X
X
X
X
X
SF
SFSF
SF
X
X
X
X
X
X
X
X
X
SF
X X X X X X X X X X X XSF
X
X
X
X
X
X
X
SF
>
>
>
>
>XXXXXXXX
SF
DD
ST #1
CE
WORK
W
I
T
H
I
N
T
H
E
F
R
E
D
E
R
I
C
K
WATE
R
E
A
S
E
M
E
N
T
T
O
B
E
REVIE
W
E
D
A
N
D
A
P
P
R
O
V
E
D
PRIOR
T
O
C
O
N
S
T
R
U
C
T
I
O
N
.
NO
S
C
R
E
E
N
I
N
G
I
S
R
E
Q
U
I
R
E
D
F
O
R
T
H
E
O
U
T
D
O
O
R
S
T
O
R
A
G
E
A
R
E
A
P
E
R
§
1
6
5
-
2
0
1
.
1
0
(
A
)
(
1
)
>>>>>SR TO TS PS
P
I
N
6
3
-
A
-
8
6
A
H
P
H
O
O
D
,
I
N
C
.
D
B
9
3
5
P
G
7
3
9
FINISH PRODUCT YARD
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
SF
SF
DATE:
SCALE:
CHECKED BY:
SHEET OF 25
TR
E
X
C
O
M
P
A
N
Y
,
I
N
C
-
R
A
I
L
Y
A
R
D
LO
T
6
3
A
8
7
SH
A
W
N
E
E
M
A
G
I
S
T
E
R
I
A
L
D
I
S
T
R
I
C
T
FR
E
D
E
R
I
C
K
C
O
U
N
T
Y
,
V
I
R
G
I
N
I
A
TSS
1183.0
10
3
H
e
a
t
h
C
o
u
r
t
Wi
n
c
h
e
s
t
e
r
,
V
A
2
2
6
0
2
(5
4
0
)
6
8
6
-
7
3
7
3
fa
x
(
5
4
0
)
3
0
1
-
1
1
0
0
TSS
AS SHOWN
AUGUST 15, 2019
PROJECT NUMBER:
DRAWN BY:
ST
O
W
E
E
N
G
I
N
E
E
R
I
N
G
,
P
L
C
Timothy S. Stowe
8/15/19
ER
O
S
I
O
N
&
S
E
D
I
M
E
N
T
C
O
N
T
R
O
L
PL
A
N
-
P
H
A
S
E
1
18
CS118MATCHLINE THIS SHEET
MATCHLINE THIS SHEET
E&S LEGEND
CE Construction Entrance
CIP Culvert Inlet Protection
ST Sediment Trap
SF Silt Fence
CIP Inlet Protection
SR Surface Roughening
TS Temporary Seeding
PS Permanent Seeding
OP Outlet Protection
P
I
N
6
3
-
A
-
8
7
T
R
E
X
C
O
M
P
A
N
Y
,
I
N
C
.
I
N
S
T
.
0
2
0
0
2
2
7
9
8
P
I
N
6
3
-
A
-
8
7
A
V
I
R
G
I
N
I
A
E
A
G
L
E
P
R
O
P
E
R
T
I
E
S
,
L
L
C
I
N
S
T
.
1
0
0
0
1
2
6
2
6
P
I
N
6
3
-
A
-
1
1
0
T
R
E
X
C
O
M
P
A
N
Y
,
I
N
C
.
I
N
S
T
.
0
2
0
0
2
2
7
9
8
10
11
20
21
22
16
15
12
LOC
LOC
LOC
LOC
LOC
LOC
LOC
LOC
LOC
LOC
LOC
X X X X
X X
X
X X X
X
X
X
X
X
X
X
X
X
X
SF
SFSF
SF
X
X
X
X
X
X
X
X
X
SF
X X X X X X X X X X X XSF
X
X
X
X
X
X
X
SF
>
>
>
>
>XXXXXXXX
SF
DD
ST #1
CIP
IP
CIP
CIP
IP
OP
SR TO TS PS
SR TO TS PS
S
R
T
O
T
S
P
S
SR TO TS PS
CE
VDOT STD GR-2
GUARDRAIL
WORK
W
I
T
H
I
N
T
H
E
F
R
E
D
E
R
I
C
K
WATE
R
E
A
S
E
M
E
N
T
T
O
B
E
REVIE
W
E
D
A
N
D
A
P
P
R
O
V
E
D
PRIOR
T
O
C
O
N
S
T
R
U
C
T
I
O
N
.
NO
S
C
R
E
E
N
I
N
G
I
S
R
E
Q
U
I
R
E
D
F
O
R
T
H
E
O
U
T
D
O
O
R
S
T
O
R
A
G
E
A
R
E
A
P
E
R
§
1
6
5
-
2
0
1
.
1
0
(
A
)
(
1
)
>>>>OPOP SR TO
SR TO TS PS
P
I
N
6
3
-
A
-
8
6
A
H
P
H
O
O
D
,
I
N
C
.
D
B
9
3
5
P
G
7
3
9
FINISH PRODUCT YARD
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
SF
SF
OP
S
R
T
O
T
S
P
S
DATE:
SCALE:
CHECKED BY:
SHEET OF 25
TR
E
X
C
O
M
P
A
N
Y
,
I
N
C
-
R
A
I
L
Y
A
R
D
LO
T
6
3
A
8
7
SH
A
W
N
E
E
M
A
G
I
S
T
E
R
I
A
L
D
I
S
T
R
I
C
T
FR
E
D
E
R
I
C
K
C
O
U
N
T
Y
,
V
I
R
G
I
N
I
A
TSS
1183.0
10
3
H
e
a
t
h
C
o
u
r
t
Wi
n
c
h
e
s
t
e
r
,
V
A
2
2
6
0
2
(5
4
0
)
6
8
6
-
7
3
7
3
fa
x
(
5
4
0
)
3
0
1
-
1
1
0
0
TSS
AS SHOWN
AUGUST 15, 2019
PROJECT NUMBER:
DRAWN BY:
ST
O
W
E
E
N
G
I
N
E
E
R
I
N
G
,
P
L
C
Timothy S. Stowe
8/15/19
ER
O
S
I
O
N
&
S
E
D
I
M
E
N
T
C
O
N
T
R
O
L
PL
A
N
-
P
H
A
S
E
2
19
CS119MATCHLINE THIS SHEET
MATCHLINE THIS SHEET
E&S LEGEND
CE Construction Entrance
CIP Culvert Inlet Protection
ST Sediment Trap
SF Silt Fence
CIP Inlet Protection
SR Surface Roughening
TS Temporary Seeding
PS Permanent Seeding
OP Outlet Protection
DATE:
SCALE:
CHECKED BY:
SHEET OF 25
TR
E
X
C
O
M
P
A
N
Y
,
I
N
C
-
R
A
I
L
Y
A
R
D
LO
T
6
3
A
8
7
SH
A
W
N
E
E
M
A
G
I
S
T
E
R
I
A
L
D
I
S
T
R
I
C
T
FR
E
D
E
R
I
C
K
C
O
U
N
T
Y
,
V
I
R
G
I
N
I
A
TSS
1183.0
1
0
3
H
e
a
t
h
C
o
u
r
t
W
i
n
c
h
e
s
t
e
r
,
V
A
2
2
6
0
2
(
5
4
0
)
6
8
6
-
7
3
7
3
f
a
x
(
5
4
0
)
3
0
1
-
1
1
0
0
TSS
AS SHOWN
AUGUST 15, 2019
PROJECT NUMBER:
DRAWN BY:
ST
O
W
E
E
N
G
I
N
E
E
R
I
N
G
,
P
L
C
Timothy S. Stowe
8/15/19
ER
O
S
I
O
N
&
S
E
D
I
M
E
N
T
C
O
N
T
R
O
L
DE
T
A
I
L
S
20
CS120
DATE:
SCALE:
CHECKED BY:
SHEET OF 25
TR
E
X
C
O
M
P
A
N
Y
,
I
N
C
-
R
A
I
L
Y
A
R
D
LO
T
6
3
A
8
7
SH
A
W
N
E
E
M
A
G
I
S
T
E
R
I
A
L
D
I
S
T
R
I
C
T
FR
E
D
E
R
I
C
K
C
O
U
N
T
Y
,
V
I
R
G
I
N
I
A
TSS
1183.0
1
0
3
H
e
a
t
h
C
o
u
r
t
W
i
n
c
h
e
s
t
e
r
,
V
A
2
2
6
0
2
(
5
4
0
)
6
8
6
-
7
3
7
3
f
a
x
(
5
4
0
)
3
0
1
-
1
1
0
0
TSS
AS SHOWN
AUGUST 15, 2019
PROJECT NUMBER:
DRAWN BY:
ST
O
W
E
E
N
G
I
N
E
E
R
I
N
G
,
P
L
C
Timothy S. Stowe
8/15/19
ER
O
S
I
O
N
&
S
E
D
I
M
E
N
T
C
O
N
T
R
O
L
DE
T
A
I
L
S
21
CS121
M
E
T
A
L
B
U
I
L
D
I
N
G
P
I
N
6
3
-
A
-
8
7
T
R
E
X
C
O
M
P
A
N
Y
,
I
N
C
.
I
N
S
T
.
0
2
0
0
2
2
7
9
8
P
I
N
6
3
-
A
-
8
7
A
V
I
R
G
I
N
I
A
E
A
G
L
E
P
R
O
P
E
R
T
I
E
S
,
L
L
C
I
N
S
T
.
1
0
0
0
1
2
6
2
6
P
I
N
6
3
-
A
-
1
1
0
T
R
E
X
C
O
M
P
A
N
Y
,
I
N
C
.
I
N
S
T
.
0
2
0
0
2
2
7
9
8
10
11
20
21
22
16
15
12
EXISTING
FIRE
HYDRANT
EXISTING
FIRE
HYDRANT
EXISTING
FIRE
HYDRANT
FIRE LANE
FI
R
E
L
A
N
E
FI
R
E
L
A
N
E
FIRE LANE
FI
R
E
L
A
N
E
WORK
W
I
T
H
I
N
T
H
E
F
R
E
D
E
R
I
C
K
WATE
R
E
A
S
E
M
E
N
T
T
O
B
E
REVIE
W
E
D
A
N
D
A
P
P
R
O
V
E
D
PRIOR
T
O
C
O
N
S
T
R
U
C
T
I
O
N
.
NO
S
C
R
E
E
N
I
N
G
I
S
R
E
Q
U
I
R
E
D
F
O
R
T
H
E
O
U
T
D
O
O
R
S
T
O
R
A
G
E
A
R
E
A
P
E
R
§
1
6
5
-
2
0
1
.
1
0
(
A
)
(
1
)
DATE:
SCALE:
CHECKED BY:
SHEET OF 25
TR
E
X
C
O
M
P
A
N
Y
,
I
N
C
-
R
A
I
L
Y
A
R
D
LO
T
6
3
A
8
7
SH
A
W
N
E
E
M
A
G
I
S
T
E
R
I
A
L
D
I
S
T
R
I
C
T
FR
E
D
E
R
I
C
K
C
O
U
N
T
Y
,
V
I
R
G
I
N
I
A
TSS
1183.0
10
3
H
e
a
t
h
C
o
u
r
t
Wi
n
c
h
e
s
t
e
r
,
V
A
2
2
6
0
2
(5
4
0
)
6
8
6
-
7
3
7
3
fa
x
(
5
4
0
)
3
0
1
-
1
1
0
0
TSS
AS SHOWN
AUGUST 15, 2019
PROJECT NUMBER:
DRAWN BY:
ST
O
W
E
E
N
G
I
N
E
E
R
I
N
G
,
P
L
C
Timothy S. Stowe
8/15/19
DATE:
SCALE:
CHECKED BY:
SHEET OF 25
TR
E
X
C
O
M
P
A
N
Y
,
I
N
C
-
R
A
I
L
Y
A
R
D
LO
T
6
3
A
8
7
SH
A
W
N
E
E
M
A
G
I
S
T
E
R
I
A
L
D
I
S
T
R
I
C
T
FR
E
D
E
R
I
C
K
C
O
U
N
T
Y
,
V
I
R
G
I
N
I
A
TSS
1183.0
10
3
H
e
a
t
h
C
o
u
r
t
Wi
n
c
h
e
s
t
e
r
,
V
A
2
2
6
0
2
(5
4
0
)
6
8
6
-
7
3
7
3
fa
x
(
5
4
0
)
3
0
1
-
1
1
0
0
TSS
AS SHOWN
AUGUST 15, 2019
PROJECT NUMBER:
DRAWN BY:
ST
O
W
E
E
N
G
I
N
E
E
R
I
N
G
,
P
L
C
Timothy S. Stowe
8/15/19
LI
F
E
S
A
F
E
T
Y
P
L
A
N
22
CS122
NO
PARKING
FIRE LANE
NO
PARKING
FIRE LANE
NO
PARKING
FIRE LANE
NO
PARKING
FIRE LANE
P
I
N
6
3
-
A
-
8
7
T
R
E
X
C
O
M
P
A
N
Y
,
I
N
C
.
I
N
S
T
.
0
2
0
0
2
2
7
9
8
P
I
N
6
3
-
A
-
8
7
A
V
I
R
G
I
N
I
A
E
A
G
L
E
P
R
O
P
E
R
T
I
E
S
,
L
L
C
I
N
S
T
.
1
0
0
0
1
2
6
2
6
P
I
N
6
3
-
A
-
1
1
0
T
R
E
X
C
O
M
P
A
N
Y
,
I
N
C
.
I
N
S
T
.
0
2
0
0
2
2
7
9
8
18" RCP IV
2
.
4
3
.
8
3
.
1
2
.
4
5
.
6
4
.
5
3
.
7
2
.
6
1
.
7
5
.
6
4
.
7
5
.
6
4
.
8
3
.
5
2
.
3
1
.
3
0
.
8
5
.
7
4
.
8
4
.
6
4
.
6
3
.
5
2
.
5
1
.
5
0
.
9
0
.
6
5
.
2
5
.
8
5
.
7
4
.
4
3
.
1
2
.
0
1
.
4
0
.
9
0
.
6
0
.
5
0
.
4
3
.
7
4
.
3
4
.
9
4
.
8
3
.
3
2
.
0
1
.
3
0
.
9
0
.
7
0
.
6
0
.
5
0
.
4
0
.
4
2
.
9
3
.
2
3
.
7
4
.
0
3
.
4
2
.
3
1
.
3
0
.
9
0
.
7
0
.
6
0
.
6
0
.
5
0
.
5
0
.
6
0
.
5
2
.
7
2
.
6
2
.
6
2
.
8
2
.
9
2
.
7
2
.
1
1
.
4
0
.
9
0
.
7
0
.
7
0
.
7
0
.
7
0
.
7
0
.
8
0
.
8
0
.
7
0
.
7
3
.
1
2
.
8
2
.
5
2
.
4
2
.
3
2
.
1
1
.
8
1
.
3
0
.
9
0
.
7
0
.
7
0
.
7
0
.
9
1
.
0
1
.
1
1
.
1
1
.
0
0
.
9
0
.
9
4
.
0
3
.
5
3
.
0
2
.
6
2
.
1
1
.
8
1
.
4
1
.
1
0
.
9
0
.
7
0
.
7
0
.
8
1
.
0
1
.
4
1
.
6
1
.
7
1
.
5
1
.
2
1
.
1
1
.
0
0
.
7
5
.
8
4
.
7
4
.
1
3
.
2
2
.
4
1
.
8
1
.
3
1
.
0
0
.
8
0
.
8
0
.
7
0
.
8
1
.
0
1
.
6
2
.
3
2
.
5
2
.
3
1
.
9
1
.
5
1
.
4
1
.
0
0
.
6
0
.
3
5
.
3
5
.
5
5
.
9
5
.
2
4
.
1
2
.
9
2
.
0
1
.
3
1
.
0
0
.
8
0
.
7
0
.
7
0
.
8
1
.
0
1
.
6
2
.
7
3
.
5
3
.
6
2
.
9
2
.
3
1
.
9
1
.
7
0
.
9
0
.
4
0
.
1
0
.
0
5
.
6
4
.
8
4
.
8
5
.
5
4
.
6
3
.
3
2
.
2
1
.
4
1
.
0
0
.
8
0
.
7
0
.
7
0
.
8
1
.
0
1
.
5
2
.
2
3
.
8
4
.
7
4
.
4
3
.
6
2
.
9
2
.
2
1
.
3
0
.
5
0
.
2
5
.
7
6
.
2
5
.
6
4
.
8
3
.
7
2
.
8
2
.
0
1
.
3
0
.
9
0
.
7
0
.
7
0
.
7
0
.
8
1
.
1
1
.
6
2
.
2
3
.
4
4
.
8
5
.
5
5
.
4
4
.
6
3
.
6
1
.
9
0
.
8
0
.
2
4
.
3
4
.
9
5
.
4
5
.
3
3
.
6
2
.
5
1
.
7
1
.
2
0
.
8
0
.
7
0
.
6
0
.
6
0
.
8
1
.
0
1
.
7
2
.
7
3
.
7
4
.
5
4
.
4
4
.
9
5
.
3
4
.
8
2
.
9
1
.
1
0
.
4
3
.
3
3
.
7
4
.
3
4
.
6
4
.
0
2
.
7
1
.
6
1
.
1
0
.
8
0
.
6
0
.
6
0
.
6
0
.
7
0
.
9
1
.
5
2
.
5
3
.
8
4
.
9
5
.
4
4
.
4
5
.
1
5
.
0
3
.
5
1
.
2
3
.
2
3
.
0
3
.
0
3
.
3
3
.
5
3
.
3
2
.
6
1
.
7
1
.
1
0
.
8
0
.
7
0
.
6
0
.
5
0
.
5
0
.
7
1
.
2
1
.
9
2
.
9
3
.
9
4
.
7
5
.
7
5
.
2
4
.
4
2
.
7
1
.
0
3
.
9
3
.
4
3
.
1
2
.
9
2
.
8
2
.
6
2
.
2
1
.
6
1
.
1
0
.
9
0
.
7
0
.
6
0
.
5
0
.
5
0
.
6
0
.
8
1
.
3
1
.
9
2
.
6
3
.
3
4
.
1
4
.
9
5
.
0
3
.
4
5
.
4
4
.
5
3
.
9
3
.
3
2
.
7
2
.
3
1
.
8
1
.
4
1
.
1
0
.
9
0
.
8
0
.
7
0
.
6
0
.
6
0
.
6
0
.
7
0
.
9
1
.
2
1
.
7
2
.
1
2
.
6
3
.
3
3
.
9
2
.
9
6
.
0
5
.
9
5
.
0
4
.
2
3
.
1
2
.
3
1
.
7
1
.
3
1
.
0
0
.
8
0
.
7
0
.
7
0
.
7
0
.
7
0
.
8
0
.
8
0
.
9
1
.
0
1
.
1
1
.
4
1
.
7
2
.
1
2
.
5
2
.
0
5
.
1
5
.
3
5
.
3
5
.
8
4
.
9
3
.
7
2
.
5
1
.
7
1
.
2
0
.
9
0
.
8
0
.
7
0
.
7
0
.
7
0
.
7
0
.
9
1
.
0
1
.
2
1
.
2
1
.
3
1
.
2
1
.
3
1
.
6
1
.
8
5
.
5
5
.
8
4
.
8
4
.
9
4
.
6
3
.
6
2
.
6
1
.
6
1
.
1
0
.
9
0
.
7
0
.
6
0
.
6
0
.
6
0
.
7
0
.
8
1
.
0
1
.
3
1
.
5
1
.
7
1
.
8
1
.
5
1
.
2
1
.
2
4
.
5
5
.
4
5
.
8
5
.
6
4
.
1
2
.
9
2
.
1
1
.
5
1
.
0
0
.
8
0
.
6
0
.
6
0
.
5
0
.
5
0
.
6
0
.
7
0
.
8
1
.
1
1
.
5
1
.
9
2
.
2
2
.
4
2
.
1
3
.
3
3
.
8
4
.
5
5
.
0
4
.
5
2
.
9
1
.
9
1
.
3
0
.
9
0
.
7
0
.
6
0
.
5
0
.
5
0
.
4
0
.
5
0
.
5
0
.
6
0
.
8
1
.
1
1
.
6
2
.
0
2
.
5
2
.
9
3
.
0
2
.
4
2
.
8
2
.
9
3
.
4
3
.
8
3
.
9
3
.
2
2
.
0
1
.
2
0
.
9
0
.
7
0
.
5
0
.
4
0
.
4
0
.
4
0
.
4
0
.
4
0
.
5
0
.
6
0
.
8
1
.
1
1
.
5
2
.
1
2
.
6
3
.
3
3
.
8
4
.
0
2
.
6
2
.
5
2
.
5
2
.
6
2
.
8
2
.
9
2
.
6
2
.
0
1
.
3
0
.
8
0
.
6
0
.
5
0
.
4
0
.
4
0
.
3
0
.
3
0
.
3
0
.
4
0
.
4
0
.
6
0
.
8
1
.
0
1
.
4
2
.
0
2
.
7
3
.
5
4
.
5
5
.
0
4
.
4
2
.
8
2
.
7
2
.
5
2
.
4
2
.
3
2
.
3
2
.
1
1
.
7
1
.
2
0
.
9
0
.
7
0
.
5
0
.
4
0
.
4
0
.
3
0
.
3
0
.
3
0
.
3
0
.
3
0
.
4
0
.
5
0
.
7
0
.
9
1
.
3
1
.
8
2
.
6
3
.
5
4
.
6
5
.
7
5
.
6
4
.
4
3
.
2
3
.
0
2
.
7
2
.
3
2
.
0
1
.
7
1
.
5
1
.
2
0
.
9
0
.
8
0
.
6
0
.
5
0
.
4
0
.
3
0
.
3
0
.
3
0
.
3
0
.
3
0
.
3
0
.
4
0
.
5
0
.
6
0
.
8
1
.
1
1
.
6
2
.
2
3
.
0
4
.
1
5
.
1
5
.
1
5
.
7
4
.
1
4
.
4
3
.
9
3
.
4
2
.
8
2
.
2
1
.
7
1
.
4
1
.
2
1
.
0
0
.
8
0
.
7
0
.
6
0
.
5
0
.
4
0
.
4
0
.
3
0
.
3
0
.
3
0
.
3
0
.
3
0
.
3
0
.
4
0
.
5
0
.
7
0
.
9
1
.
3
1
.
8
2
.
4
3
.
1
3
.
7
4
.
3
5
.
8
6
.
0
3
.
8
6
.
0
5
.
2
4
.
6
3
.
7
2
.
7
1
.
9
1
.
4
1
.
2
1
.
0
0
.
9
0
.
8
0
.
7
0
.
6
0
.
5
0
.
5
0
.
4
0
.
4
0
.
3
0
.
3
0
.
3
0
.
3
0
.
3
0
.
4
0
.
4
0
.
6
0
.
7
1
.
0
1
.
3
1
.
8
2
.
6
3
.
3
4
.
5
6
.
2
6
.
4
5
.
4
3
.
5
5
.
9
5
.
5
4
.
7
3
.
3
2
.
2
1
.
6
1
.
3
1
.
1
1
.
1
1
.
0
0
.
9
0
.
8
0
.
7
0
.
6
0
.
6
0
.
5
0
.
4
0
.
4
0
.
3
0
.
3
0
.
3
0
.
3
0
.
3
0
.
4
0
.
5
0
.
6
0
.
7
1
.
0
1
.
5
2
.
1
2
.
8
4
.
1
5
.
4
6
.
0
5
.
9
4
.
7
4
.
7
4
.
9
4
.
7
3
.
7
2
.
6
1
.
7
1
.
4
1
.
2
1
.
2
1
.
2
1
.
1
1
.
0
0
.
9
0
.
9
0
.
8
0
.
7
0
.
6
0
.
5
0
.
4
0
.
4
0
.
3
0
.
3
0
.
3
0
.
3
0
.
4
0
.
4
0
.
5
0
.
6
0
.
8
1
.
1
1
.
7
2
.
5
3
.
5
4
.
5
5
.
1
5
.
4
5
.
2
4
.
2
5
.
8
5
.
2
4
.
5
3
.
2
2
.
4
1
.
8
1
.
5
1
.
4
1
.
3
1
.
4
1
.
4
1
.
4
1
.
3
1
.
2
1
.
1
1
.
0
0
.
8
0
.
7
0
.
6
0
.
5
0
.
5
0
.
4
0
.
4
0
.
4
0
.
4
0
.
4
0
.
4
0
.
5
0
.
6
0
.
7
1
.
0
1
.
4
2
.
1
2
.
9
3
.
7
4
.
4
5
.
0
5
.
4
5
.
6
4
.
8
4
.
7
5
.
1
5
.
1
3
.
4
2
.
4
1
.
7
1
.
5
1
.
4
1
.
5
1
.
6
1
.
7
1
.
8
1
.
8
1
.
8
1
.
6
1
.
4
1
.
2
0
.
9
0
.
8
0
.
7
0
.
6
0
.
6
0
.
5
0
.
5
0
.
4
0
.
4
0
.
4
0
.
4
0
.
5
0
.
5
0
.
7
0
.
9
1
.
2
1
.
7
2
.
3
3
.
0
3
.
8
4
.
6
5
.
2
6
.
1
6
.
0
4
.
7
3
.
8
4
.
4
4
.
0
2
.
7
1
.
7
1
.
4
1
.
4
1
.
5
1
.
7
2
.
0
2
.
3
2
.
5
2
.
6
2
.
5
2
.
2
1
.
8
1
.
4
1
.
1
0
.
9
0
.
8
0
.
7
0
.
7
0
.
6
0
.
6
0
.
5
0
.
5
0
.
5
0
.
5
0
.
5
0
.
6
0
.
7
0
.
8
1
.
1
1
.
4
1
.
9
2
.
4
3
.
1
4
.
0
4
.
9
5
.
9
6
.
4
6
.
0
3
.
9
2
.
5
3
.
1
3
.
3
2
.
7
1
.
9
1
.
4
1
.
2
1
.
3
1
.
6
2
.
1
2
.
7
3
.
2
3
.
6
3
.
8
3
.
6
3
.
2
2
.
5
1
.
8
1
.
3
1
.
1
1
.
0
0
.
9
0
.
8
0
.
8
0
.
7
0
.
6
0
.
6
0
.
6
0
.
6
0
.
6
0
.
6
0
.
7
0
.
8
1
.
0
1
.
2
1
.
5
2
.
0
2
.
5
3
.
2
4
.
0
4
.
9
5
.
4
5
.
2
5
.
5
1
.
6
2
.
0
2
.
3
2
.
3
1
.
8
1
.
4
1
.
2
1
.
1
1
.
3
1
.
7
2
.
5
3
.
5
4
.
4
5
.
0
5
.
2
5
.
0
4
.
5
3
.
4
2
.
3
1
.
7
1
.
4
1
.
3
1
.
2
1
.
0
0
.
9
0
.
8
0
.
7
0
.
7
0
.
7
0
.
7
0
.
7
0
.
7
0
.
7
0
.
8
0
.
9
1
.
1
1
.
3
1
.
6
2
.
0
2
.
5
2
.
9
3
.
5
4
.
0
4
.
4
5
.
7
5
.
3
1
.
2
1
.
4
1
.
6
1
.
6
1
.
5
1
.
3
1
.
1
1
.
1
1
.
2
1
.
4
2
.
0
3
.
0
4
.
5
5
.
7
6
.
2
6
.
4
6
.
2
5
.
8
4
.
5
3
.
2
2
.
5
2
.
1
1
.
7
1
.
5
1
.
2
1
.
1
0
.
9
0
.
8
0
.
8
0
.
8
0
.
8
0
.
8
0
.
8
0
.
8
0
.
9
0
.
9
1
.
0
1
.
1
1
.
3
1
.
5
1
.
8
2
.
2
2
.
8
3
.
3
4
.
5
5
.
6
5
.
3
4
.
1
0
.
9
1
.
0
1
.
1
1
.
1
1
.
1
1
.
1
1
.
0
1
.
0
1
.
1
1
.
3
1
.
7
2
.
3
3
.
6
5
.
3
6
.
4
7
.
6
8
.
1
7
.
7
6
.
4
5
.
4
4
.
8
3
.
8
3
.
0
2
.
3
1
.
5
1
.
2
1
.
1
1
.
0
1
.
0
0
.
9
0
.
9
0
.
9
0
.
9
0
.
9
0
.
9
0
.
9
1
.
0
1
.
0
1
.
1
1
.
2
1
.
4
1
.
8
2
.
2
2
.
7
3
.
7
4
.
4
4
.
5
3
.
9
2
.
7
0
.
8
0
.
8
0
.
8
0
.
8
0
.
8
0
.
9
1
.
0
1
.
2
1
.
6
2
.
1
3
.
0
4
.
1
4
.
9
6
.
8
9
.
1
9
.
8
9
.
3
7
.
6
6
.
3
6
.
1
5
.
2
4
.
0
1
.
4
1
.
3
1
.
2
1
.
1
1
.
1
1
.
1
1
.
1
1
.
1
1
.
1
1
.
1
1
.
1
1
.
0
1
.
0
1
.
1
1
.
1
1
.
2
1
.
4
1
.
7
2
.
3
2
.
9
3
.
4
3
.
4
3
.
2
2
.
6
1
.
6
0
.
6
0
.
6
0
.
7
0
.
8
0
.
9
1
.
3
1
.
8
2
.
6
3
.
6
4
.
2
4
.
5
6
.
6
1
1
.
1
9
.
6
8
.
2
7
.
0
1
.
5
1
.
4
1
.
4
1
.
4
1
.
4
1
.
4
1
.
4
1
.
4
1
.
3
1
.
3
1
.
2
1
.
1
1
.
1
1
.
1
1
.
1
1
.
2
1
.
5
2
.
0
2
.
3
2
.
6
2
.
7
2
.
6
2
.
3
1
.
8
1
.
0
0
.
6
0
.
7
0
.
9
1
.
2
1
.
8
2
.
7
3
.
4
4
.
1
5
.
0
1
1
.
5
9
.
3
1
.
6
1
.
6
1
.
7
1
.
8
1
.
9
1
.
9
1
.
9
1
.
7
1
.
6
1
.
4
1
.
3
1
.
2
1
.
1
1
.
1
1
.
2
1
.
4
1
.
7
1
.
9
2
.
0
2
.
0
2
.
0
1
.
9
1
.
5
1
.
0
0
.
6
0
.
8
1
.
1
1
.
6
2
.
4
2
.
9
3
.
5
1
.
9
2
.
1
2
.
4
2
.
6
2
.
6
2
.
6
2
.
4
2
.
1
1
.
7
1
.
4
1
.
2
1
.
1
1
.
1
1
.
3
1
.
4
1
.
6
1
.
7
1
.
7
1
.
7
1
.
6
1
.
5
1
.
3
1
.
0
0
.
6
1
.
3
1
.
7
2
.
2
2
.
8
3
.
3
3
.
6
3
.
8
3
.
7
3
.
3
2
.
7
2
.
1
1
.
6
1
.
3
1
.
2
1
.
2
1
.
3
1
.
5
1
.
6
1
.
7
1
.
6
1
.
5
1
.
3
1
.
2
1
.
0
0
.
9
1
.
6
4
.
5
5
.
1
5
.
2
5
.
1
4
.
5
3
.
7
2
.
6
1
.
9
1
.
5
1
.
4
1
.
4
1
.
5
1
.
6
1
.
7
1
.
8
1
.
8
1
.
7
1
.
4
1
.
0
0
.
9
0
.
7
6
.
3
6
.
4
6
.
2
5
.
8
4
.
8
3
.
3
2
.
4
2
.
0
1
.
7
1
.
7
1
.
6
1
.
7
1
.
9
2
.
1
2
.
2
2
.
2
1
.
8
1
.
1
0
.
8
0
.
7
7
.
5
8
.
1
7
.
7
6
.
6
5
.
7
4
.
5
3
.
3
2
.
7
2
.
3
2
.
0
1
.
8
1
.
8
2
.
0
2
.
3
2
.
5
2
.
7
2
.
5
1
.
7
0
.
9
0
.
6
9
.
7
9
.
3
7
.
5
6
.
1
5
.
8
4
.
8
3
.
7
2
.
8
2
.
3
2
.
0
1
.
9
2
.
1
2
.
4
2
.
7
3
.
2
3
.
4
3
.
1
2
.
0
0
.
8
1
1
.
0
9
.
3
7
.
6
6
.
7
5
.
8
4
.
5
3
.
3
2
.
5
2
.
1
1
.
9
2
.
1
2
.
4
2
.
9
3
.
5
4
.
2
4
.
6
3
.
3
1
.
4
1
1
.
1
9
.
2
7
.
6
6
.
1
5
.
0
3
.
6
2
.
6
2
.
1
1
.
9
2
.
0
2
.
4
3
.
0
3
.
8
4
.
8
5
.
4
5
.
0
2
.
7
9
.
3
7
.
7
6
.
2
5
.
1
3
.
7
2
.
6
2
.
1
1
.
9
1
.
9
2
.
2
2
.
8
3
.
6
4
.
7
5
.
7
5
.
6
4
.
3
7
.
1
6
.
0
4
.
7
3
.
4
2
.
5
1
.
9
1
.
7
1
.
7
1
.
9
2
.
4
3
.
0
3
.
9
4
.
4
4
.
8
5
.
3
5
.
4
4
.
1
3
.
0
2
.
2
1
.
7
1
.
5
1
.
4
1
.
6
1
.
9
2
.
3
2
.
8
3
.
6
4
.
3
5
.
5
3
.
1
2
.
4
1
.
8
1
.
5
1
.
3
1
.
2
1
.
2
1
.
4
1
.
9
2
.
4
3
.
0
4
.
4
5
.
4
2
.
2
1
.
8
1
.
5
1
.
3
1
.
1
1
.
0
1
.
0
1
.
1
1
.
4
1
.
9
2
.
6
3
.
6
4
.
3
1
.
3
1
.
2
1
.
1
0
.
9
0
.
9
0
.
8
0
.
9
1
.
1
1
.
6
2
.
2
2
.
8
3
.
3
1
.
0
0
.
9
0
.
8
0
.
8
0
.
7
0
.
8
0
.
9
1
.
3
1
.
7
2
.
1
2
.
5
0
.
8
0
.
8
0
.
7
0
.
6
0
.
7
0
.
8
1
.
0
1
.
3
1
.
6
1
.
8
0
.
7
0
.
6
0
.
6
0
.
6
0
.
6
0
.
7
0
.
9
1
.
1
1
.
3
0
.
6
0
.
5
0
.
5
0
.
5
0
.
6
0
.
7
0
.
8
0
.
9
0
.
6
0
.
5
0
.
4
0
.
4
0
.
4
0
.
5
0
.
6
0
.
5
0
.
4
0
.
3
0
.
3
0
.
3
0
.
4
0
.
4
0
.
5
0
.
3
0
.
3
0
.
2
0
.
3
0
.
3
0
.
3
2
.
9
4
.
7
3
.
4
2
.
5
6
.
3
5
.
1
3
.
8
2
.
7
2
.
1
9
.
4
7
.
9
6
.
4
5
.
3
3
.
9
2
.
9
2
.
2
1
.
9
8
.
8
8
.
2
7
.
1
6
.
2
5
.
0
3
.
8
2
.
9
2
.
3
1
.
9
1
.
8
5
.
7
5
.
7
5
.
8
6
.
1
5
.
6
4
.
4
3
.
5
2
.
8
2
.
3
2
.
0
2
.
0
2
.
1
4
.
2
5
.
0
4
.
9
4
.
8
4
.
9
4
.
1
3
.
5
3
.
0
2
.
6
2
.
5
2
.
4
2
.
4
2
.
6
3
.
2
1
.
9
2
.
6
3
.
4
4
.
1
4
.
5
4
.
5
3
.
7
3
.
1
2
.
7
2
.
5
2
.
5
2
.
6
2
.
8
3
.
1
3
.
5
4
.
2
1
.
1
1
.
6
2
.
2
2
.
8
3
.
5
3
.
9
3
.
7
3
.
0
2
.
6
2
.
3
2
.
3
2
.
5
2
.
8
3
.
2
3
.
9
4
.
8
5
.
8
6
.
1
0
.
6
1
.
0
1
.
4
1
.
8
2
.
3
3
.
0
3
.
2
3
.
0
2
.
6
2
.
3
2
.
2
2
.
3
2
.
5
3
.
0
3
.
7
4
.
7
5
.
8
6
.
7
7
.
4
8
.
7
0
.
4
0
.
6
0
.
9
1
.
3
1
.
6
1
.
9
2
.
3
2
.
5
2
.
5
2
.
4
2
.
4
2
.
4
2
.
4
2
.
7
3
.
1
4
.
0
5
.
2
6
.
3
7
.
5
9
.
0
1
0
.
5
1
1
.
7
0
.
4
0
.
5
0
.
7
0
.
9
1
.
2
1
.
4
1
.
7
2
.
0
2
.
2
2
.
3
2
.
4
2
.
5
2
.
6
2
.
7
2
.
9
3
.
3
4
.
2
5
.
4
6
.
4
7
.
7
9
.
2
1
1
.
4
1
2
.
5
9
.
1
0
.
4
0
.
5
0
.
7
0
.
9
1
.
1
1
.
3
1
.
6
1
.
9
2
.
2
2
.
4
2
.
6
2
.
8
2
.
9
3
.
0
3
.
2
3
.
5
4
.
2
5
.
3
6
.
3
7
.
3
8
.
6
1
0
.
1
1
1
.
6
1
2
.
5
1
1
.
7
0
.
4
0
.
5
0
.
6
0
.
8
0
.
9
1
.
1
1
.
3
1
.
6
1
.
9
2
.
3
2
.
7
3
.
1
3
.
3
3
.
5
3
.
5
3
.
6
3
.
7
4
.
0
4
.
7
5
.
8
6
.
7
6
.
9
8
.
3
1
0
.
1
1
1
.
3
1
0
.
4
8
.
5
0
.
3
0
.
4
0
.
5
0
.
7
0
.
9
1
.
0
1
.
1
1
.
3
1
.
6
2
.
1
2
.
7
3
.
4
3
.
9
4
.
4
4
.
5
4
.
4
4
.
1
3
.
8
3
.
7
4
.
0
4
.
6
5
.
6
6
.
1
7
.
0
8
.
6
9
.
1
8
.
8
7
.
1
5
.
9
0
.
3
0
.
4
0
.
5
0
.
6
0
.
8
1
.
0
1
.
1
1
.
3
1
.
5
1
.
8
2
.
3
3
.
3
4
.
4
5
.
2
5
.
7
5
.
8
5
.
6
5
.
0
4
.
2
3
.
5
3
.
3
3
.
6
4
.
2
5
.
6
6
.
7
7
.
2
7
.
5
7
.
2
6
.
5
5
.
4
0
.
3
0
.
4
0
.
5
0
.
7
0
.
9
1
.
1
1
.
3
1
.
6
1
.
9
2
.
3
2
.
8
4
.
0
5
.
6
6
.
4
6
.
8
6
.
9
6
.
7
6
.
1
4
.
6
3
.
6
3
.
2
3
.
2
3
.
7
4
.
7
5
.
7
6
.
1
6
.
2
5
.
9
5
.
4
4
.
3
3
.
0
0
.
4
0
.
5
0
.
6
0
.
8
1
.
0
1
.
2
1
.
5
2
.
0
2
.
5
3
.
1
3
.
9
5
.
1
6
.
2
7
.
3
8
.
3
8
.
4
7
.
6
6
.
7
5
.
5
4
.
3
3
.
6
3
.
4
3
.
5
4
.
0
4
.
5
4
.
9
5
.
0
4
.
8
4
.
2
3
.
3
2
.
4
1
.
7
0
.
4
0
.
5
0
.
7
0
.
9
1
.
1
1
.
4
1
.
8
2
.
4
3
.
2
4
.
3
5
.
6
6
.
1
6
.
6
8
.
5
9
.
8
9
.
8
8
.
6
6
.
9
6
.
3
5
.
7
4
.
6
3
.
9
3
.
5
3
.
5
3
.
6
3
.
6
3
.
7
3
.
4
3
.
1
2
.
6
2
.
0
1
.
5
1
.
2
0
.
4
0
.
5
0
.
6
0
.
8
1
.
0
1
.
2
1
.
6
2
.
0
2
.
8
3
.
9
5
.
2
6
.
4
7
.
3
8
.
4
1
0
.
1
1
1
.
9
1
1
.
9
1
0
.
0
8
.
3
7
.
3
6
.
5
5
.
5
4
.
3
3
.
6
3
.
2
2
.
9
2
.
8
2
.
7
2
.
6
2
.
3
2
.
0
1
.
7
1
.
4
1
.
1
1
.
0
0
.
5
0
.
6
0
.
7
0
.
9
1
.
1
1
.
3
1
.
7
2
.
2
3
.
1
4
.
4
5
.
7
6
.
9
8
.
5
1
0
.
0
1
1
.
9
1
1
.
9
1
1
.
9
1
1
.
7
9
.
9
8
.
4
6
.
9
5
.
8
4
.
6
3
.
5
2
.
9
2
.
5
2
.
3
2
.
2
2
.
0
1
.
9
1
.
7
1
.
5
1
.
3
1
.
1
1
.
0
0
.
9
0
.
5
0
.
6
0
.
8
0
.
9
1
.
2
1
.
4
1
.
8
2
.
4
3
.
2
4
.
6
5
.
7
7
.
0
8
.
7
1
0
.
4
1
2
.
4
1
1
.
3
1
1
.
5
1
2
.
4
1
0
.
2
8
.
6
7
.
0
5
.
8
4
.
6
3
.
4
2
.
6
2
.
2
2
.
0
1
.
8
1
.
7
1
.
6
1
.
5
1
.
4
1
.
3
1
.
2
1
.
1
1
.
0
0
.
9
0
.
6
0
.
7
0
.
9
1
.
0
1
.
2
1
.
5
1
.
9
2
.
4
3
.
2
4
.
3
5
.
6
6
.
8
8
.
0
9
.
5
1
1
.
0
1
2
.
4
1
2
.
2
1
0
.
8
9
.
3
7
.
8
6
.
6
5
.
5
4
.
2
3
.
1
2
.
4
2
.
0
1
.
8
1
.
6
1
.
5
1
.
5
1
.
4
1
.
4
1
.
4
1
.
3
1
.
2
1
.
1
0
.
7
0
.
8
1
.
0
1
.
2
1
.
4
1
.
6
2
.
0
2
.
5
3
.
1
3
.
9
5
.
1
6
.
3
6
.
7
7
.
7
9
.
6
1
0
.
8
1
0
.
6
9
.
1
7
.
3
6
.
5
6
.
0
4
.
8
3
.
5
2
.
7
2
.
1
1
.
8
1
.
6
1
.
5
1
.
5
1
.
5
1
.
6
1
.
7
1
.
7
1
.
5
1
.
4
0
.
7
0
.
9
1
.
1
1
.
3
1
.
6
1
.
9
2
.
2
2
.
6
3
.
0
3
.
5
4
.
2
5
.
1
6
.
0
6
.
7
8
.
1
9
.
1
8
.
9
7
.
7
6
.
2
5
.
5
4
.
5
3
.
6
2
.
9
2
.
3
1
.
9
1
.
6
1
.
5
1
.
5
1
.
6
1
.
9
2
.
2
2
.
3
2
.
1
1
.
7
1
.
5
0
.
8
1
.
0
1
.
2
1
.
5
1
.
9
2
.
2
2
.
6
2
.
9
3
.
1
3
.
2
3
.
5
4
.
0
5
.
2
6
.
4
7
.
0
7
.
3
7
.
2
6
.
6
5
.
9
4
.
3
3
.
2
2
.
6
2
.
2
1
.
9
1
.
7
1
.
6
1
.
5
1
.
6
2
.
0
2
.
7
3
.
1
3
.
0
2
.
5
1
.
9
0
.
8
1
.
1
1
.
4
1
.
8
2
.
3
2
.
9
3
.
2
3
.
4
3
.
5
3
.
4
3
.
4
3
.
6
4
.
4
5
.
4
5
.
9
6
.
1
6
.
0
5
.
7
4
.
7
3
.
4
2
.
4
1
.
9
1
.
7
1
.
6
1
.
5
1
.
5
1
.
6
1
.
9
2
.
9
3
.
9
4
.
2
3
.
7
2
.
9
2
.
3
0
.
9
1
.
1
1
.
5
2
.
2
3
.
0
3
.
7
4
.
3
4
.
6
4
.
5
4
.
1
3
.
8
3
.
6
3
.
8
4
.
2
4
.
7
5
.
0
4
.
9
4
.
4
3
.
7
2
.
8
2
.
0
1
.
6
1
.
4
1
.
4
1
.
4
1
.
6
1
.
9
2
.
5
3
.
7
5
.
1
5
.
0
4
.
2
3
.
4
1
.
1
1
.
3
1
.
8
2
.
6
3
.
8
4
.
9
5
.
5
5
.
7
5
.
7
5
.
3
4
.
5
3
.
8
3
.
5
3
.
6
3
.
7
3
.
8
3
.
7
3
.
3
2
.
9
2
.
3
1
.
8
1
.
5
1
.
4
1
.
4
1
.
6
2
.
1
2
.
7
3
.
6
4
.
7
5
.
6
5
.
9
1
.
5
1
.
8
2
.
3
3
.
2
4
.
8
6
.
0
6
.
6
6
.
9
6
.
8
6
.
5
5
.
5
4
.
2
3
.
6
3
.
4
3
.
3
3
.
1
2
.
9
2
.
6
2
.
3
2
.
0
1
.
7
1
.
5
1
.
4
1
.
6
2
.
1
3
.
1
4
.
1
5
.
1
4
.
7
4
.
6
1
.
9
2
.
6
3
.
3
4
.
4
5
.
6
6
.
6
8
.
0
8
.
6
8
.
2
7
.
0
6
.
2
5
.
3
4
.
3
3
.
7
3
.
2
2
.
9
2
.
5
2
.
2
1
.
9
1
.
7
1
.
6
1
.
5
1
.
6
2
.
0
2
.
7
3
.
9
5
.
0
5
.
8
5
.
1
2
.
5
3
.
5
4
.
7
5
.
8
6
.
1
7
.
5
9
.
4
1
0
.
2
9
.
6
7
.
8
6
.
7
6
.
5
5
.
5
4
.
4
3
.
4
2
.
8
2
.
3
1
.
9
1
.
7
1
.
5
1
.
5
1
.
5
1
.
7
2
.
2
3
.
0
3
.
9
4
.
6
2
.
9
4
.
2
5
.
5
6
.
6
7
.
6
9
.
4
1
1
.
1
1
2
.
3
1
1
.
2
9
.
6
8
.
2
7
.
1
6
.
2
4
.
9
3
.
7
2
.
8
2
.
2
1
.
8
1
.
6
1
.
4
1
.
4
1
.
5
1
.
8
2
.
2
2
.
7
3
.
2
3
.
2
4
.
6
5
.
8
7
.
2
8
.
9
1
1
.
0
1
1
.
8
1
1
.
3
1
2
.
0
1
1
.
4
9
.
4
7
.
8
6
.
3
5
.
2
3
.
8
2
.
8
2
.
1
1
.
7
1
.
5
1
.
4
1
.
3
1
.
5
1
.
7
1
.
9
2
.
2
3
.
2
4
.
6
5
.
8
7
.
3
8
.
9
1
1
.
2
1
2
.
1
1
0
.
7
1
2
.
1
1
1
.
4
9
.
2
7
.
7
6
.
2
5
.
1
3
.
7
2
.
6
2
.
0
1
.
6
1
.
4
1
.
3
1
.
3
1
.
4
1
.
5
2
.
9
4
.
3
5
.
5
6
.
6
7
.
8
9
.
5
1
1
.
1
1
2
.
1
1
1
.
2
9
.
7
8
.
1
6
.
9
5
.
9
4
.
6
3
.
4
2
.
5
1
.
9
1
.
5
1
.
3
1
.
2
1
.
2
3
.
6
4
.
8
5
.
9
6
.
2
7
.
6
9
.
5
1
0
.
2
9
.
6
7
.
7
6
.
2
6
.
0
5
.
1
3
.
8
2
.
9
2
.
2
1
.
6
1
.
3
1
.
2
2
.
6
3
.
4
4
.
5
5
.
4
6
.
5
7
.
9
8
.
5
8
.
0
6
.
6
5
.
6
4
.
6
3
.
6
2
.
9
2
.
2
1
.
8
1
.
4
2
.
3
3
.
1
4
.
7
5
.
9
6
.
4
6
.
6
6
.
4
6
.
0
4
.
9
3
.
3
2
.
4
1
.
9
1
.
6
1
.
7
2
.
4
3
.
6
4
.
7
5
.
2
5
.
3
5
.
2
4
.
8
3
.
7
2
.
6
1
.
8
1
.
9
2
.
6
3
.
3
3
.
9
4
.
1
3
.
9
3
.
4
2
.
8
VDOT STD GR-2
GUARDRAIL
WORK
W
I
T
H
I
N
T
H
E
F
R
E
D
E
R
I
C
K
WATE
R
E
A
S
E
M
E
N
T
T
O
B
E
REVIE
W
E
D
A
N
D
A
P
P
R
O
V
E
D
PRIOR
T
O
C
O
N
S
T
R
U
C
T
I
O
N
.
NO
S
C
R
E
E
N
I
N
G
I
S
R
E
Q
U
I
R
E
D
F
O
R
T
H
E
O
U
T
D
O
O
R
S
T
O
R
A
G
E
A
R
E
A
P
E
R
§
1
6
5
-
2
0
1
.
1
0
(
A
)
(
1
)
DATE:
SCALE:
CHECKED BY:
SHEET OF 25
TR
E
X
C
O
M
P
A
N
Y
,
I
N
C
-
R
A
I
L
Y
A
R
D
LO
T
6
3
A
8
7
SH
A
W
N
E
E
M
A
G
I
S
T
E
R
I
A
L
D
I
S
T
R
I
C
T
FR
E
D
E
R
I
C
K
C
O
U
N
T
Y
,
V
I
R
G
I
N
I
A
TSS
1183.0
10
3
H
e
a
t
h
C
o
u
r
t
Wi
n
c
h
e
s
t
e
r
,
V
A
2
2
6
0
2
(5
4
0
)
6
8
6
-
7
3
7
3
fa
x
(
5
4
0
)
3
0
1
-
1
1
0
0
TSS
AS SHOWN
AUGUST 15, 2019
PROJECT NUMBER:
DRAWN BY:
ST
O
W
E
E
N
G
I
N
E
E
R
I
N
G
,
P
L
C
Timothy S. Stowe
8/15/19
DATE:
SCALE:
CHECKED BY:
SHEET OF 25
TR
E
X
C
O
M
P
A
N
Y
,
I
N
C
-
R
A
I
L
Y
A
R
D
LO
T
6
3
A
8
7
SH
A
W
N
E
E
M
A
G
I
S
T
E
R
I
A
L
D
I
S
T
R
I
C
T
FR
E
D
E
R
I
C
K
C
O
U
N
T
Y
,
V
I
R
G
I
N
I
A
TSS
1183.0
10
3
H
e
a
t
h
C
o
u
r
t
Wi
n
c
h
e
s
t
e
r
,
V
A
2
2
6
0
2
(5
4
0
)
6
8
6
-
7
3
7
3
fa
x
(
5
4
0
)
3
0
1
-
1
1
0
0
TSS
AS SHOWN
AUGUST 15, 2019
PROJECT NUMBER:
DRAWN BY:
ST
O
W
E
E
N
G
I
N
E
E
R
I
N
G
,
P
L
C
Timothy S. Stowe
8/15/19
OU
T
D
O
O
R
L
I
G
H
T
I
N
G
P
L
A
N
23
CS123
Calculation Summary
Label Units Avg Max Min
LOADING Fc 2.26 11.5 0.0
STRORAGE Fc 4.03 12.5 0.3
OUTDOOR LIGHTING NOTES
1. ALL OUTDOOR LIGHTING FIXTURES SHALL BE DESIGNED, SHIELDED, AIMED, LOCATED AND
MAINTAINED TO SHIELD ADJACENT PROPERTIES AND TO NOT PRODUCE GLARE ONTO ADJACENT
PROPERTIES OR ROAD RIGHTS-OF-WAY. PARKING LOT FIXTURES AND LIGHT FIXTURES ON BUILDINGS
SHALL BE FULL-CUTOFF FIXTURES.
2. LIGHT FIXTURES, INCLUDING MOUNTING BASE, SHALL NOT BE MORE THAN 34 FEET IN HEIGHT ABOVE
FINISHED GRADE. HEIGHT NEEDED FOR SECURITY.
3. LIGHT FIXTURES SHALL BE PLACED OUTSIDE OF PAVED AREAS WHERE POSSIBLE. WHERE LIGHT
FXTURES ARE TO BE PLACED IN PAVED AREAS THEY SHALL BE PROTECTED WITH BOLLARDS ON FOUR
SIDES.
4. ALL LIGHTING SHALL BE ORIENTED NOT TO DIRECT GLARE OR EXCESSIVE ILLUMINATION ONTO
STREETS IN A MANNER THAT MAY DISTRACT OR INTERFERE WITH THE VISION OF DRIVERS ON SUCH
STREETS.
LIGHT FIXTURE LEGEND
LIGHT FIXTURE CALCULATION SUMMARY
NOTE: SEE SHEET 25 FOR BOLLARD DETAIL. BOLLARDS TO BE LOCATED 4 FT FROM LIGHT POLE BASE.
DATE:
SCALE:
CHECKED BY:
SHEET OF 25
TR
E
X
C
O
M
P
A
N
Y
,
I
N
C
-
R
A
I
L
Y
A
R
D
LO
T
6
3
A
8
7
SH
A
W
N
E
E
M
A
G
I
S
T
E
R
I
A
L
D
I
S
T
R
I
C
T
FR
E
D
E
R
I
C
K
C
O
U
N
T
Y
,
V
I
R
G
I
N
I
A
TSS
1183.0
1
0
3
H
e
a
t
h
C
o
u
r
t
W
i
n
c
h
e
s
t
e
r
,
V
A
2
2
6
0
2
(
5
4
0
)
6
8
6
-
7
3
7
3
f
a
x
(
5
4
0
)
3
0
1
-
1
1
0
0
TSS
AS SHOWN
AUGUST 15, 2019
PROJECT NUMBER:
DRAWN BY:
ST
O
W
E
E
N
G
I
N
E
E
R
I
N
G
,
P
L
C
Timothy S. Stowe
8/15/19
DATE:
SCALE:
CHECKED BY:
SHEET OF 25
TR
E
X
C
O
M
P
A
N
Y
,
I
N
C
-
R
A
I
L
Y
A
R
D
LO
T
6
3
A
8
7
SH
A
W
N
E
E
M
A
G
I
S
T
E
R
I
A
L
D
I
S
T
R
I
C
T
FR
E
D
E
R
I
C
K
C
O
U
N
T
Y
,
V
I
R
G
I
N
I
A
TSS
1183.0
1
0
3
H
e
a
t
h
C
o
u
r
t
W
i
n
c
h
e
s
t
e
r
,
V
A
2
2
6
0
2
(
5
4
0
)
6
8
6
-
7
3
7
3
f
a
x
(
5
4
0
)
3
0
1
-
1
1
0
0
TSS
AS SHOWN
AUGUST 15, 2019
PROJECT NUMBER:
DRAWN BY:
ST
O
W
E
E
N
G
I
N
E
E
R
I
N
G
,
P
L
C
Timothy S. Stowe
8/15/19
OU
T
D
O
O
R
L
I
G
H
T
I
N
G
D
E
T
A
I
L
S
24
CS124
DATE:
SCALE:
CHECKED BY:
SHEET OF 25
TR
E
X
C
O
M
P
A
N
Y
,
I
N
C
-
R
A
I
L
Y
A
R
D
LO
T
6
3
A
8
7
SH
A
W
N
E
E
M
A
G
I
S
T
E
R
I
A
L
D
I
S
T
R
I
C
T
FR
E
D
E
R
I
C
K
C
O
U
N
T
Y
,
V
I
R
G
I
N
I
A
TSS
1183.0
1
0
3
H
e
a
t
h
C
o
u
r
t
W
i
n
c
h
e
s
t
e
r
,
V
A
2
2
6
0
2
(
5
4
0
)
6
8
6
-
7
3
7
3
f
a
x
(
5
4
0
)
3
0
1
-
1
1
0
0
TSS
AS SHOWN
AUGUST 15, 2019
PROJECT NUMBER:
DRAWN BY:
ST
O
W
E
E
N
G
I
N
E
E
R
I
N
G
,
P
L
C
Timothy S. Stowe
8/15/19
DATE:
SCALE:
CHECKED BY:
SHEET OF 25
TR
E
X
C
O
M
P
A
N
Y
,
I
N
C
-
R
A
I
L
Y
A
R
D
LO
T
6
3
A
8
7
SH
A
W
N
E
E
M
A
G
I
S
T
E
R
I
A
L
D
I
S
T
R
I
C
T
FR
E
D
E
R
I
C
K
C
O
U
N
T
Y
,
V
I
R
G
I
N
I
A
TSS
1183.0
1
0
3
H
e
a
t
h
C
o
u
r
t
W
i
n
c
h
e
s
t
e
r
,
V
A
2
2
6
0
2
(
5
4
0
)
6
8
6
-
7
3
7
3
f
a
x
(
5
4
0
)
3
0
1
-
1
1
0
0
TSS
AS SHOWN
AUGUST 15, 2019
PROJECT NUMBER:
DRAWN BY:
ST
O
W
E
E
N
G
I
N
E
E
R
I
N
G
,
P
L
C
Timothy S. Stowe
8/15/19
OU
T
D
O
O
R
L
I
G
H
T
I
N
G
D
E
T
A
I
L
S
25
CS125
TYPICAL TRUCK BOLLARD DETAIL
6"
PAINT POST BRIGHT YELLOW
SET POST IN CONCRETE
FILL POST WITH CONCRETE
4" WIDE, WHITE REFLECTIVE TAPE
8" DIAM STEEL PIPE
GRADE
36"
24"
36"
6"
12"