HomeMy WebLinkAboutWPO201900015 Plan - VSMP 2019-10-17(WP0201900015) V MP PLAN FOR
TIMBERiNOOD SQUARE
TAX MAP 46B4, PARCELS 7, 7A, 7B & 7C
RIV NN ISTRICTL EM RLE COUNTY, VIR INIA
7W, 32 Par 37
VIRGINIA ELECTRIC AND POWER COMPANY
goS
USE: UTILITY
ZONING: R15, R1
The 46-B4 Par 7C
Tm 46-B4 Par 7B
HIGHLIFE LLC, C/O DOWNER REALTY
HIGHLIFE TOWNHOUSE, INC
�1
Tm 46 Par
FOREST LAKES COMMUNITIT Y ASSOCIATION
USE: POND
ZONING: R4
O
Tm 46-B4 Par 7
HIGHLIFE TOWNHOMES INC.
TM 46-B4 Par 7A
O
HIGHLIFE OFFICE INC
r
t�
T. 46-B4 Pmr BI
FOREST L4A2'S COMMUNITY ASSOCIATION, INC.
USE: SOCCER FIELD
ZONING: R4
I. 46-B3 Par B
FOREST LAKES COMMUNITY ASSOCL4TION, INC.
USE: CLUBHOUSE
ZONING: R4
PRIOR PLAN REFERNCE
THIS VSMP PLAN IS VIRTUALLY IDENTICAL WITH THE WP0201500032 PLAN
THAT WAS WITHDRAWN DUE TO INACTIVITY. THE WP0201500032 WAS NEAR
APPROVAL.
-6zM
IZE!�4
TM`l
f
y
J
0000wSI TE, _
TYPE I
5/8 IN. POLYPROPYLENE ROPE
1/4 IN. TIE ROPE A
Ito] Ielm 0];1'IVAIJNl�9C.l:7�el�
H ACCORDING TO NEED
dt
I
4u
f >9
4--8
of 14 Cover Sheet
Jimmy L. Taggart
Uc. No.
22841
.e SZONAL
2
of 14
Notes, Abbreviations, & Legend
3
of 14
Existing Conditions / Demo Plan
4
of 14
Erosion & Sediment Control Plan 1
5
of 14
Erosion & Sediment Control Plan II
6
of 14
Erosion & Sediment Control Plan III
7
of 14
Erosion & Sediment Control Plan Details
8
of 14
Stormwater Management Plan Details
9
of 14
Storm Sewer Profiles and Calculations
10 of 14
Biofilter Installation and Maintenance
11
of 14
Inspection Checklist and Dam Narrative
12 of 14
Storm Sewer Drainage Areas
13 of 14
E&SC / Biofilter Drainage Area Maps
14 of 14
Arbor Lake Drainage Area Map / As-Bullts
TY P E III
FLOATATION 22 OZ. NYLON REINFORCED VINYL STRESS BAND FLOATATION
\ P\/r CI nT - rMINFCTnR
ECONOMY FABRICS AVAILABLE
18 OZ. 300 LB/IN. STANDARD
ALL SEAMS HEAT SEALED 1/4 IN. CHAIN
(BLOW—UP OF SHACKLE CONNECTION)
0
TYPE II
GALVANIZED #24 SAFETY HOOK
WATER TOP LOAD LINE
SEE ALSO WP0201500032, S D P201800087, S D P201 100042, SDP 198800003, PVC SLOT —CONNECTOR SEAL 5/16 VINYL COATED CABLE
AND ALBEMARLE COUNTY WATER RESOURCES FILE SWF-056 FOREST LAKES STRESS PLATE
PRESSURE FROM (TO REMOVE\LOATATION
M FLOATS)
VARIANCES
REQUESTING A BERM WIDTH OF & INSTEAD OF THE REQUIRED 8'. THE HEIGHT
OF THE EMBANKMENT IN THE FINAL CONDITION WILL BE LESS THAN 3' AND
THE DESIGN HIGH WATER FOR THE SEDIMENT BASIN REACHES 477.1'. THE SIDE
SLOPES ARE 3:1 FOR ADDED STABILITY. THE SHORTER BERM WIDTH ALSO
HELPS DITCH 1 FLOW THROUGH BETTER.
REQUESTING 9" OF UNDERDRAIN GRAVEL FOR THE BIOFILTER INSTEAD OF 12"
SO THAT THE BIOFILTER MAY EMPTY THROUGH THE EXISTING CULVERT
STRUCTURE IN ALL STAGES OF CONSTRUCTION.
NYLON REINFORCED VINYL
18 (OR 22) OZ. VINYL COVERED NYLON
\ 100 FT. STANDARD LENGTH
DFPTH ACCORDING TO NEED
STRESS BAND STRESS PLATE
TUREIDITY CURTAIN DETAIL
NOT TO SCALE
FOLDS EVERY 6 FEET
5/16 IN. CHAIN
BALLAST & LOAD LINE
5/16 VINYL COATING CABLE #24 SAFETY HOOK STRESS PLATE LAP LINK 5/16 IN.
(ON BOTH SIDES OF CURTAIN CHAIN
TO REDUCE STRAIN)
TYPICAL LAYOUTS:
STREAMS, PONDS & LAKES (PROTECTED & NON -TIDAL)
STREAMI FLOW
ONr"nR PT \
i
ANC;HUK P I .
100'*
TYP.
q
DITY/CURTAIN
STAKE OR ANCHOR,
EVERY 100' (TYPICAL)
® FILL AREA
y:rl:�aaiu:
* THIS DISTANCE IS VARIABLE
ir911:4 =m:Iwo
CURRENT DEVELOPMENT ENGINEER
NOTE
PLAN PROPOSES 2.82 LB. OF
NUTRIENT / PHOSPHOROUS
CREDITS
APPROVED
by the Albemarle County
Community Development Department
Date 10/17/2019
File WP02019-00015
I1
A
Ua
0
� O
C"
N �
�
z o
1--i
U
��
o
r
LL
'C^
V1
Q
Q W
wz
J J_
a2
c\
>Q
W
W
vQ
Ooo
W
v2
Cr N
U
p�
rn
N
XQ
0
LL
aW
Coo
_j
w
(n
U
z o
W
r;
0rn
cY)
rn�
w
�
�
z
O
0
REVISIONS
COUNTY
COMMENTS
2/15/19
COUNTY
COMMENTS
3/27/19
COUNTY
COMMENTS
8/23/19
DATE
NOV 30, 2018
SCALE
AS SHOWN
w
Ir
Q
Q
z
D
00LL
->
E-
w
Q
0
EZ
�O::)
0 0
D_
> J
O
U
Q
w W
m
J
j
Q
FILE NUMBER
13.0124
SHEET
1of14
SITE DATA & GENERAL
NOTES
ABBREVIATIONS
LEGEND
SITE DATA
GENERAL CONSTRUCTION NOTES:
GENERAL
OWNER / DEVELOPER
1. Prior to any construction within any existing public right-of-way, including connection to
EXIST
PROP
DESCRIPTION
EXIST
PROP
DESCRIPTION
any existing road, a permit shall be obtained from the Virginia Department of
HIGHLIFE, LLC
Transportation (VDOT). This plan as drawn may not accurately reflect the requirements of
ABAN
ABANDON(ED)
MAX
MAXIMUM
PO BOX 17
the permit. Where any discrepancies occur the requirements of the permit shall govern.
PROPERTY LINE
x
12° TIC
TOP OF CURB ELEVATION
CHARLOTTESVILLE, VA 22902
2. All materials and construction methods shall conform to current specifications and
ADJ
ADJUST
MIN
MINIMUM
standards of VDOT unless otherwise noted.
ADJACENT PROPERTY LINE
x
12BC
BOTTOM OF CURB ELEVATION
3. Erosion and siltation control measures shall be provided in accordance with the approved
AHD
AHEAD
MON
MONUMENT CONCRETE
LEGAL REFERENCE & SOURCE OF TITLE: DB 2775 PG. 734
erosion control plan and shall be installed prior to any clearing, grading or other
- - - - -
VACATED PROPERTY LINE
x
12FL
FLOW LINE ELEVATION
construction.
4. All slopes and disturbed areas are to be fertilized, seeded and mulched.
APRX
APPROXIMATE
NIC
NOT IN CONTRACT
MAGISTERIAL DISTRICT: RIVANNA MAGISTERIAL DISTRICT
5. The maximum allowable slope is 2:1 (horizontal: vertical). Where reasonably obtainable,
- -
EASEMENT
x 165 EOP
x
ll t EOP
EDGE OF PAVEMENT ELEVATION
lesser slopes of 3:1 or better are to be achieved.
BC
BACK OF CURB
NTS
NOT TO SCALE
SOURCE OF BOUNDARY SURVEY: DOMINION ENGINEERING, JULY 2014
6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the
BUILDING SETBACK
x 165
x
it
SPOT ELEVATION
County Engineer, or designee, it is deemed necessary in order to stabilize a drainage
BFE
BASEMENT FLOOR ELEVATION
OC
ON CENTER
SOURCE OF TOPOGRAPHY. SURVEY BY ROUDABUSH, GALE & ASSOCIATES, APRIL 1989, FIELD VERIFIED BY ROUDABUSH, DEC 12, 2018, DATUM NGVD 29.
7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic
BIT
BITUMINOUS
OH
OVERHEAD
BUILD TO LINE
x 165TW
x
12°TW
TOP OF WALL ELEVATION
Control Devices.
THIS PROPERTY DOES NOT APPEAR TO BE LOCATED WITHIN A FLOOD PLAIN. IT APPEARS TO LIE IN ZONE X
8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe -Class III.
ZONING LINE
x 165BW
x
12°BW
BOTTOM OF WALL ELEVATION
AS SHOWN ON FEDERAL EMERGENCY MANAGEMENT AGENCY FIRM MAP #51003CO140D DATED FEBRUARY 4, 2005
9. All excavation for underground pipe installation must comply with OSHA Standards for
gK
BACK
PE
POLYETHYLENE
THIS PROPERTY IS NOT LOCATED WITHIN A RESERVOIR WATERSHED.
the Construction Industry (29 CFR Part 1926).
10. All retaining walls are subject to separate permit approval.
BM
BENCHMARK
PERF
PERFORATED
6
TEST PIT LOCATION/BORING LOCATION
LIMIT OF DISTURBANCE
BENCHMARK(S): BENCHMARK 513.84 CHISELED SQUARE ON TOP OF CURB AT SOUTH END OF MEDIAN AT THE
GENERAL CONSTRUCTION NOTES FOR STREETS:
BS
BOTTOM OF SLOPE
PROP
PROPOSED
BENCHMARK
INTERSECTION OF TIMBERWOOD BOULEVARD & WORTH CROSSING. NGVD 29.
1. Prior to any construction within any existing public right-of-way, including connection to
FLOODPLAIN LIMIT
any existing road, a permit shall be obtained from the Virginia Department of
CB
CATCH BASIN
PRVD
PROVIDED
•
IRON FOUND
WATER SOURCE: ALBEMARLE COUNTY SERVICE AUTHORITY
Transportation (VDOT). This plan as drawn may not accurately reflect the requirements
ez
BUFFER ZONE
of the permit. Where any discrepancies occur the requirements of the permit shall
CG12
ACCESSIBLE CURB RAMP
PWW
PAVED WATER WAY
SEWER SERVICE: ALBEMARLE COUNTY SERVICE AUTHORITY
govern.
2. Construction inspection of all proposed roads within the development will be made by the
Mvit
RMA
RMA - RESOURCE MANAGEMENT AREA
- UD
uD
UNDERDRAIN
ALL WATER AND SEWER FACILITIES TO BE DEDICATED TO THE ALBEMARLE COUNTY SERVICE AUTHORITY.
County. The contractor must notify the Department of Engineering (296-5861) 48 hours
CENTER LINE
RCP
REINFORCED CONCRETE PIPE
RPA
RPA
in advance of the start of construction.
RPA - RESOURCE PROTECTION AREA
DRAINAGE LINE
THIS PROPERTY IS ZONED: R-15; SUP (SP-94-16), AIA
3. All materials and construction methods shall conform to current specifications and
CL
CHAIN LINK
REM
REMOVE
standards of VDOT. All excavation for underground pipe installation must comply with
ROOF DRAIN
CURRENT USE: MEDICAL OFFICE BUILDING ON PARCEL 7C, OTHERWISE VACANT
OSHA Standards for the Construction Industry (29 CFR Part 1926).
CMP
CORRUGATED METAL PIPE
REQD
REQUIRED
- -
EDGE OF GRAVEL
4. Erosion and siltation control measures shall be provided in accordance with the approved
PROPOSED USE: EXISTING CLUB ON PARCEL 7C. PROPOSED OFFICE BUILDING ON PARCEL 7A AND
erosion control plan and must be installed prior to any clearing, grading or other
CONIC
CONCRETE
RET
RETAIN
- a"s -
SEWER LINE
PROPOSED RESIDENTIAL TOWNHOMES ON PARCEL 7
construction.
5. Upon completion of fine grading and preparation of the roadbed subgrade, the contractor
CY
CUBIC YARDS
RT
RIGHT
CG-2
CG-2
EDGE OF PAVEMENT
m
TRENCH DRAIN
GROSS RESIDENTIAL DESNSITY: RESIDENTAIL AREA: 3.64 ACRES (PARCEL 46-134-7)
shall have CBR tests performed on the subgrade soil. Three (3) copies of the test results
STANDARD 6" CURB
32 TOWNHOME UNITS PROPOSED
shall be submitted to the County. If a subgrade soil CBR of 10 or greater is not
obtainable, a revised pavement design shall be made by the design engineer and
C/C
CENTER TO CENTER
R/W
RIGHT OF WAY
CG-3
CG-3
w
WATER LINE
32 UNITS 3.64 ACRES = 8.80 UNIT / ACRE SETBACK REQUIREMENTS PER ALBEMARLE ZONING CODE 18-4.19
/
submitted with the test results for a royal
STANDARD 4" CURB
MAXIMUM RESIDENTIAL BUILDING HEIGHT. 35'
MAXIMUM COMMERCIAL BUILDING HEIGHT: 40'
MINIMUM LOT SIZE FOR R-15 ZONING: 2,904 sqft
PARKING SETBACKS 10' FROM PUBLIC STREETS
20' FROM RESIDENTIAL AREAS
UNDISTURBED BUFFER 20' FROM RESIDENTIAL
RECREATIONAL AREA REQUIRED PER Z.0 4.16 IS 200 SF/UNIT
REQUIRED RECREATIONAL AREA: 6,400 SF
RECREATIONAL AREA PROVIDED: 22,115 SF AND 1 TOT LOT
(SEE SHEETS SP9 AND SP10 FOR
LOCATION OF RECREATIONAL AREA)
LAND SCHEDULE: POST -DEVELOPMENT (SF)
%
LOTS 117,336 SF
45.9
COMMON AREA/OPEN SPACE (RESIDENTIAL) 22,115 SF
8.6
ADJUSTED TMP 46-64-7C 31,828 SF
12.5
TMP 46-64-7A 11,950 SF
4.7
COMMON AREA/OPEN SPACE (COMMERCIAL) 53,315 SF
20.9
RIGHT OF WAY 18,984 SF
7.4
PP
6. All slopes and disturbed areas are to be fertilized, seeded and mulched. The maximum
C&G
CURB AND GUTTER
R&D
REMOVE AND DISPOSE
CG-6 CG-6
-4"FP
FIRE PROTECTION LINE
allowable slope is 2:1 (horizontal: vertical). Where reasonably obtainable, lesser slopes of
COMBINATION 6" CURB & GUTTER
4:1 or better are to be achieved.
DIA
DIAMETER
R&R
REMOVE & RESET
CG-7 CG-7
2"ow
WATER SERVICE LINE
7. Surface drainage and pipe discharge must be retained within the public right-of-way or
within easements prior to acceptance by VDOT. All drainage outfoll easements are to be
EL
ELEVATION
SD
SIGHT DISTANCE
COMBINATION 4" CURB & GUTTER
extended to a boundary line or a natural watercourse. The contractor shall field verify the
o
GAS LINE
length of all storm drainage pipe.
ELEV
ELEVATION
SQ
SQUARE
�X�Mo, M�MM,
FIRE LANE STRIPING
8. Guardrail locations are approximate. Exact length, location and appropriate end
OHW
OVERHEAD ELECTRIC WIRE
treatments will be field determined at the time of construction. Additional guardrail may
be required at locations not shown when, in the opinion of VDOT, the Director of
ES
END SECTION
STA
STATION
uc
Engineering, or the Director's designee, it is deemed necessary. When guardrail is
t�
BUILDING ENTRANCE
UNDERGROUND ELECTRIC
required, it shall be installed four (4) feet offset from the edge of pavement to the face of
EW
END WALL
SW
SIDEWALK
guardrail, and roadway shoulder widths shall be increased to seven (7) feet.
LLD
LOADING DOCK
a"T
OVERHEAD TELEPHONE LINE
Albemarle County Engineering & Public Works Policies July 1998; Revised 30 January 2003
EX
EXISTING
SWEL
SOLID WHITE EDGE LINE
9. Where urban cross sections are installed, all residential driveway entrances shall conform
BOLLARD
UGT
UNDERGROUND TELEPHONE LINE
to VDOT CG-9(A,B or C).
EXIST
EXISTING
SWILL
SOLID WHITE LANE LINE
10. Where rural cross sections are installed, all residential driveway entrances shall conform
I
DUMPSTER PAD
c"N-
CABLE TV
to VDOT standard PE-1.
FDN
FOUNDATION
TBA
TO BE ABANDONED
11. Paved, rip -rap or stabilization mat lined ditch may be required to stabilize a drainage
channel when, in the opinion of VDOT, the Director of Engineering, or the Director's
FIFE
FINISHED FLOOR ELEVATION
TBR
TO BE REMOVED
SIGN
designee, it is deemed necessary.
DRAIN INLET
12. A minimum clear zone of ten (10) feet from the edge of pavement shall be maintained on
all residential subdivision streets. Additional clear zone may be required depending on
GTD
GRADE TO DRAIN
TIC
TOP OF CURB
r r
STEEL GUARDRAIL
0
DRAIN MANHOLE
the category of road design.
13. Compliance with the minimum pavement width, shoulder width and ditch sections, as
IFIRON FOUND
TS
TOP OF SLOPE
C
shown on the typical pavement section detail, shall be strictly adhered to. The cross slope
fl
WOOD GUARDRAIL
PLUG OR STUB
shall be maintained as shown on the plans. Exceptions will not be allowed.
IS
IRON SET
TYP
TYPICAL
14. All required signs (stop, street name, speed limit signs, etc.) are to be furnished and
FLARED END SECTION
installed by the developer prior to acceptance. Signs and their installation shall conform
"Albemarle
LA
LANDSCAPE AREA
UG
UNDERGROUND
- - -
PATH
to County Road Naming and Property Numbering Ordinance and Manual"
HEADWALL
and the Virginia Manual for Uniform Traffic Control Devices. The locations of all signs
LOD
LIMIT OF DISTURBANCE
VESCHVA. E&S CONTROL HANDBOOK
are shown on the plans. The developer shall be responsible for maintenance of the signs
TREE LINE
TOTAL 255,528 SF. (5.866 ACRES) 100% until the roads have been accepted into the state secondary road system. The speed limits
SETBACK REQUIREMENTS PER ALBEMARLE ZONING CODE 18-4.20 to be posted on speed limit signs are to be determined by VDOT prior to acceptance. The LF LINEAR FEET YDS YARDS -.--.- FENCE SEWER MANHOLE
PROPOSED IMPERVIOUS AREAS: TOTAL EXISTING IMPERVIOUS AREA: 1.16 ACRES speed limit is to be posted 5mph below the design speed.
PAVED PARKING/TRAVELWAY. 0.75 ACRE EXISTING IMPERVIOUS AREAS TO REMAIN:
CONCRETE WALKS / PAVED PATHS: 0.16 ACRE EXISTING PARKING/TRAVELWAY : 0.80 ACRE
PROPOSED RES. BUILDINGS: 0.64 ACRE EXISTING WALKS/PAVED PATHS: 0.07 ACRE
PROPOSED OFFICE BUILDING: 0.13 ACRE
EXISTING BUILDINGS: 0.29 ACRE
TOTAL PROPOSED IMPERVIOUS AREA: 1.68 ACRES
PARKING TABULATION FOR TOWNHOUSES:
REQUIRED PARKING: 2 SPACES PER UNIT PLUS 1 SPACE PER 4 UNITS FOR GUEST PARKING
32 TOWNHOUSES X 2 SPACES + 32 TOWNHOUSES X (1 SPACE/4 UNITS) _
72 PARKING SPACES REQUIRED
74 PARKING SPACES PROVIDED
PARKING TABULATION FOR OFFICE USE:
REQUIRED PARKING PER APPROVED PARKING REDUCTION REQUEST = 65 SPACES
PROVIDED PARKING = 65 SPACES
INCLUDES 9 ADA SPACES
LOADING SPACES REQUIRED = 1 SPACE
LOADING SPACES PROVIDED = 1 SPACE
PARKING NOTE: REFER TO SEPARATE INSTRUMENT FOR PARKING AGREEMENTS
FOR OFFICE AND TOWNHOUSE USE.
GRADING: FOR GRASS STABILIZATION ON CONSTRUCTED SLOPES, THE MAXIMUM STEEPNESS IS 3:1.
SLOPES STEEPER THAN 3:1 MUST BE PERMANENTLY STABILIZED WITH LANDSCAPING VEGETATION
HARDIER THAN GRASS, WHICH WILL NOT REQUIRE MOWING.
APPROVED PRELIMINARY PLAN SQUARE FOOTAGE OF COMMERCIAL SPACE: 18,090 SF
EXISTING SQUARE FOOTAGE OF OFFICE SPACE: 12,424 SF
PROPOSED SQUARE FOOTAGE OF OFFICE SPACE: 5,666 SF
TOTAL SQUARE FOOTAGE OF OFFICE SPACE: 18,090 SF
PROPOSED SQUARE FOOTAGE OF RESIDENTIAL SPACE: 27,928 SF
PROPOSED RESIDENTIAL DENSITY. 8.8 UNITS/ACRE 32 UNITS
OPEN SPACE IS TO BE OWNED AND MAINTAINED BY A HOMEOWNERS ASSOCIATION.
1. CRITICAL SLOPES AND UNDISTURBED BUFFER WAIVERS WERE GRANTED WITH THE PRELIMINARY SITE
PLAN REVIEW (SDP201100042). (PRIOR APPROVALS)
2. SP 1994-16 - ALLOWED PROFESSIONAL OFFICES
Side and Rear -
Maximum
Stepbacks
Front
Side and Rear
For each story that begins above 40 Feet in height or for each story above the third story,
whichever is less, the minimum stepback shall be 15 feet
None
3. SP 2008-52 - ALLOWED STAND ALONE PARKING *NOTE: REVISED AREAS WILL NOT BE APPROVED UNITL A SUBDIVISION APPLICATION IS SUBMITTED FOR REVIEW.
SITE
AREA
TABULATIONS
EXISTING
TM -PARCEL
AREA (ACRES)
46-134-7
3,64
46-134-7A
0,27
46-B4-713
1.23
46-B4-7C
0.73
TOTAL
5.87
ACSA GENERAL WATER & SEWER CONDITIONS
1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE
CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK.
2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN
ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN
INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES, AS NECESSARY.
3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND
SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA.
4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY.
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY 1-800-552-7001 .
6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE (3.5) FEET OF COVER MEASURED FROM THE
TOP OF PIPE OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES SERVICE LATERALS AND
WATER LINES ETC.
7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES.
8. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A
FUTURE EXTENSION OF THE LINE.
9. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT.
10. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION EFFECTIVE JANUARY 4,
2012.
15. Road plan approval is subject to final subdivision plat validation. Should the final plat
LT
LEFT
°co
CPO
SEWER CLEANOUT
for this project expire prior to signing and recordation, then approval of these plans shall
UTILITY
----------- STONE WALL
be null and void.
16. Traffic control or other regulatory signs or barricades shall be installed by the developer
_ _ _ _ _ _ RETAINING WALL
when, in the opinion of the Director of Engineering, or the Director's designee, they are
ARV
AIR RELEASE VALVE
MH
MANHOLE
ev
®
WATER VALVE & BOX
deemed necessary in order to provide safe and convenient access.
17. Use VDOT standard CD-1 or CD-2 underdrains under the subbase material at all cut and
BOA
BLOW OFF ASSEMBLY
PVC
POLYVINYL CHLORIDE
- - - - STREAM /POND WATER COURSE
AV
FIRE HYDRANT ASSEMBLY
fill transitions and grade sag points.
18. A video camera inspection is required for all storm sewers and culverts that are deemed
CO
CLEANOUT
RIM
RIM ELEVATION
- - - - DETENTION BASIN
wM
wM
inaccessible to VDOT inspections and are to be accepted into VDOT's maintenance
®
®
WATER METER
program and ownership. The video inspection shall be conducted in accordance with
x SILT FENCE
VDOT's video camera inspection procedure and with a VDOT and/or County inspector
CTV
CABLE TELEVISION
SAN
SANITARY
@,
WATER WELL
present. In addition, if high -density polyethylene (HDPE) pipe or pipe system is installed,
the contractor and a representative from the pipe manufacturer should hold a preconstruction
DI
DROP INLET
SCC
STORMWATER CONVEYANCE CHANNEL
meeting for installation training.
12 - CONTOUR
o °
C4
DIP
DUCTILE IRON PIPE
SD
STORM
GAS VALVE
C.F.NFRAI. C"NCTR1TfTinN NnTF.0 FnR FR(lfilnN ANII CF.11iMFNT rnNTRni, PI,ANC•
1. The plan approving authority must be notified one week prior to the pre -construction
conference, one week prior to the commencement of land disturbing activity, and one week
prior to the final inspection.
2. All erosion and sediment control measures will be constructed and maintained according to
minimum standards and specifications of the Virginia Erosion and Sediment Control
Handbook and Virginia Regulations VR 625-02-00 Erosion and Sediment Control
Regulations.
3. All erosion and sediment control measures are to be placed prior to or as the first step in
clearing.
4. A copy of the approved erosion and sediment control plan shall be maintained on the site at
all times.
5. Prior to commencing land disturbing activities in areas other than indicated on these plans
(including, but not limited to, off -site borrow or waste areas), the contractor shall submit a
supplementary erosion control plan to the owner for review and approval by the plan
approving authority.
6. The contractor is responsible for installation of any additional erosion control measures
necessary to prevent erosion and sedimentation as determined by the plan approving
authority.
7. All disturbed areas are to drain to approved sediment control measures at all times during
land disturbing activities and during site development until final stabilization is achieved.
8. During dewatering operations, water will be pumped into an approved filtering device.
9. The contractor shall inspect all erosion control measures periodically and after each runoff producing
rainfall event. Any necessary repairs or cleanup to maintain the effectiveness of
the erosion control devices shall be made immediately.
10. All fill material to be taken from an approved, designated borrow area.
11. All waste materials shall be taken to an approved waste area. Earth fill shall be inert
materials only, free of roots, stumps, wood, rubbish, and other debris.
12. Borrow or waste areas are to be reclaimed within 7 days of completion per Zoning
Ordinance section 5.1.28.
13. All inert materials shall be transported in compliance with section 13-301 of the Code of
Albemarle.
14. Borrow, fill or waste activity involving industrial -type power equipment shall be limited to
the hours of 7:00am to 9:00pm.
15. Borrow, fill or waste activity shall be conducted in a safe manner that maintains lateral
support, or order to minimize any hazard to persons, physical damage to adjacent land and
improvements, and damage to any public street because of slides, sinking, or collapse.
16. The developer shall reserve the right to install, maintain, remove or convert to permanent
stormwater management facilities where applicable all erosion control measures required
by this plan regardless of the sale of any lot, unit, building or other portion of the property.
17. Temporary stabilization shall be temporary seeding and mulching. Seeding is to be at 75
Ibs/acre, and in the months of September to February to consist a 50/50 mix of Annual
Ryegrass and Cereal Winter Rye, or in March and April to consist of Annual Rye, or May
through August to consist of German Millet. Straw mulch is to be applied at 80lbs/100sf.
Alternatives are subject to approval by the County erosion control inspector.
18. Permanent stabilization shall be lime and fertilizer, permanent seeding, and mulch.
Agricultural grade limestone shall be applied at 90lbs/1000sf, incorporated into the top 4-6
inches of soil. Fertilizer shall be applied at 1000lbs/acre and consist of a 10-20-10 nutrient
mix. Permanent seeding shall be applied at 180lbs/acre and consist of 95% Kentucky 31 or
Tall Fescue and 0-5% Perennial Ryegrass or Kentucky Bluegrass. Straw mulch is to be
applied at 80lbs/100sf. Alternatives are subject to approval by the County erosion control
inspector.
19. Maintenance: All measures are to be inspected weekly and after each rainfall. Any damage
or clogging to structural measures is to be repaired immediately. Silt traps are to be cleaned
when 50% of the wet storage volume is filled with sediment. All seeded areas are to be
reseeded when necessary to achieve a good stand of grass. Silt fence and diversion dykes
which are collecting sediment to half their height must be cleaned and repaired
immediately.
20. All temporary erosion and sediment control measures are to be removed within 30 days of
final site stabilization when measures are no longer needed subject to approval b the
9 � 1 PP Y
Count erosion control inspector.
Y P
21. This Ian shall be void if the owner does not obtain a permit within 1 year of the date of
P P Y
approval. (Water Protection Ordinance section 17-204G.)
22. Permanent vegetation shall be installed on all denuded areas within nine (9) months after
the date the land disturbing activity commences. (Water Protection Ordinance section 17-207B)
ELEC
ELECTRIC
FH
FIRE HYDRANT
FM
FORCE MAIN
F&C
FRAME AND COVER
F&G
FRAME AND GRATE
GT
GREASE TRAP
GV
GATE VALVE
HDPE
HIGH DENSITY POLYETHYLENE
INV
INVERT
300
00 -
INDEX CONTOUR
STIR
DRAINAGE STRUCTURE
TSV
TAPPING SLEEVE & VALVE
AA
PARKING COUNT
UP
UTILITY POLE
I I I
I I I
CROSSWALK
WL
WATER LINE
/F�
ACCESSIBLE CURB RAMP
WM
WATER METER
��
HANDICAP PARKING
WV
WATER VALVE
C
k,
VAN-ACCESSIBLE HANDICAP PARKING
6"V
6" VALVE
VAN
v
OM
o? GAS METER
0 0 ELECTRIC MANHOLE
® ® ELECTRIC METER
+
+
LIGHT POLE
0
0
TELEPHONE MANHOLE
❑T
If
TRANSFORMER PAD
• CONCRETE PAVEMENT / SIDEWALK UTILITY POLE
RIPRAP ♦ GUY POLE
0 0
NEW ASPHALT
• GRASS
STORMWATER MANAGEMENT NOTE: EC-2 BLANKET MATTING
STORMWATER MANAGEMENT (QUANTITY) CONTROL FOR THIS DEVELOPMENT
IS PROVIDED VIA ARBOR LAKE LOCATED ADJACENT TO THE SITE AT THE
SOUTHEAST CORNER. REFER TO COUNTY SWM #56-01. EC-3 TYPE A
STORMWATER MANAGEMENT (QUALITY) IS PROVIDED VIA PURCHASE OF
OFFSITE PHOSPHOROUS CREDITS. EC-3 TYPE B
WETLAND
CONTRACTOR'S COORDINATION RESPONSIBILITIES
MATCHLINE
NOTES:
1. THE SIZE OF THE SYMBOLS MAY VARY FROM THOSE SHOWN.
2. ALL ABBREVIATIONS AND SYMBOLS SHOWN MAY NOT BE USED.
11. THIS PROJECT DISTURBS MORE THAN ONE ACRE OF LAND AND FALLS WITHIN THE VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP), GENERAL
1. THE CONTRACTOR IS REQUIRED TO OBTAIN ANY/ALL PERMITS REQUIRED FOR CONSTRUCTION OF THESE PLANS.
CONSTRUCTION PERMIT GCP PROGRAM AS ADMINISTERED BY THE VIRGINIA DEPARTMENT OF CONSERVATION AND RECREATION DCR UNDER THE
( ) ( )
JURISDICTION OF THE EPA. PRIOR TO THE START OF CONSTRUCTION, THE CONTRACTOR SHALL FILE A GCP NOTICE OF INTENT WITH THE DCR AND
2. ANY TIME WORK IS PERFORMED OFF -SITE OR WITHIN AN EXISTING EASEMENT, THE CONTRACTOR IS TO NOTIFY THE HOLDER OF SAID EASEMENT AS TO
PREPARE A STORMWATER PREVENTION PLAN IN ACCORDANCE WITH THE VSMP REGULATIONS.
THE NATURE OF PROPOSED WORK AND TO FOLLOW ANY GUIDLELINES OR STANDARDS WHICH ARE ASSOCIATED WITH OR REFERENCED IN THE RECORDED
EASEMENT.
12. CONTRACTOR SHALL COORDINATE WITH ALL UTILITY COMPANIES FOR INSTALLATION REQUIREMENTS AND SPECIFICATIONS.
3. THE CONTRACTOR IS TO CHECK THAT ALL EASEMENTS, LETTERS OF PERMISSION, ETC, ARE RECORDED/OBTAINED PRIOR TO THE START OF ANY
13. CONTRACTOR SHALL BE RESPONSIBLE FOR SITE SECURITY AND JOB SAFETY. CONSTRUCTION ACTIVITIES SHALL BE IN ACCORDANCE WITH OSHA
CONSTRUCTION.
STANDARDS AND LOCAL REQUIREMENTS.
4. CONTRACTOR TO VERIFIY ALL SITE PLANS AND PROFILES AND DETAILS FOR CONSISTENCY AND IF CONFLICTS EXISTS, CONTACT ENGINEER FOR
14. ONTRACTOR SHALL DISPOSE OF DEMOLITION DEBRIS IN ACCORDANCE WITH APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS, ORDINANCES AND
CLARIFICATION AND/OR DIRECTION. INTERPRETATION DETERMINED BY CONTRACTOR SHALL BE DONE AT HIS/HER OWN RISK.
STATUTES.
5. THE CONTRACTOR IS TO VERIFY THAT THE RELOCATION OF ALL EXISITING UTILITIES IN CONFLICT WITH PROPOSED WORK HAS BEEN COMPLETED INCLUDING
15 EXISTING UTILITIES SHALL BE TERMINATED, UNLESS OTHERWISE NOTED, IN CONFORMANCE WITH LOCAL, STATE AND INDIVIDUAL UTILITY COMPANY
UTILITY POLES.
STANDARDS SPECIFICATIONS, AND DETAILS. THE CONTRACTOR SHALL COORDINATE UTILITY SERVICE DISCONNECTS WITH THE UTILITY REPRESENTATIVES.
6. CONTRACTOR SHALL COMPLY WITH FENCING AND TREE PRESERVATION SIGNAGE REQUIRED BY ALBEMARLE COUNTY CODE.
7. CONTRACTOR SHALL NOT RELY SOLELY ON ELECTRONIC VERSIONS OF PLANS, SPECIFICATIONS, AND DATA FILES THAT ARE OBTAINED FROM THE
GENERAL CONSTRUCTION NOTES FOR STORMWATER MANAGEMENT PLANS:
DESIGNERS, BUT SHALL VERIFY LOCATION OF PROJECT FEATURES IN ACCORDANCE WITH THE PAPER COPIES OF THE PLANS AND SPECIFICATIONS THAT
1. All dams and constructed fill to be within 95% of maximum dry density and 2% of optimum
ARE SUPPLIED AS PART OF THE CONTRACT DOCUMENTS.
moisture content. All fill material to be approved by a geotechnical engineer. A
8. CONTRACTOR SHALL COMPLY WITH ALL WETLAND PERMIT REQUIREMENTS, IF A PERMIT EXISTS. 0
eotechnical engineer is to be resent during construction of dams.
9 9 P 9
2. Pie and riser joints are to be watertight within stormwater management facilities.
P 1 9 9
9. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL RELOCATIONS UNLESS OTHERWISE NOTED ON PLANS INCLUDING BUT NOT LIMITED TO ALL UTILITIES
. ( )
3. For temporary sediment traps or basins which are to be converted to permanent stormwater
P Y P
STORM DRAINAGE SIGNS TRAFFIC SIGNALS & POLES ETC. AS REQUIRED. ALL WORK SHALL BE IN ACCORDANCE WITH GOVERNING AUTHORITIES
Q
management facilities; conversion is not to take place until the site is stabilized, and
REQUIREMENTS AND PROJECT SITEWORK SPECIFICATIONS AND SHALL BE APPROVED BY SUCH. ALL COST SHALL BE INCLUDED IN BASE BID.
permission has been obtained from the County erosion control inspector.
10. CONTRACTOR SHALL CONTROL STORMWATER RUNOFF DURING CONSTRUCTION TO PREVENT ADVERSE IMPACTS TO OFF SITE AREAS, AND SHALL BE
RESPONSIBLE TO REPAIR RESULTING DAMAGES, IF ANY, AT NO COST TO OWNER.
$IlliyTS Og p�
1
p
Q
1.
Jimmy L Taggart
Ltc. No.
22841
far. 9� 19 1 ~
S410NAL
A
Ua
0
y O
v1
W
�.
N m
j�
N 0
2
20
U�
�0
LL
�O
VS
Q�W_
O CtLU
J J_
a2
Cr \
> Q
W
Oy
W
Q
Ue
O N
Wpcc
`
Q C-
Q LO
U
rn
N
,
C)
r F�
v
�LL`I y C9
Z
a It
, u.
fr
j °(t
(�Q. 4!
b�
-JILL
I j Lo
O
r�l
�w Q
l_- c)
W
O r-
W
�rn
�It
CO
Z
O
O
REVISIONS
COUNTY
COMMENTS
2/15/19
COUNTY
COMMENTS
3/27/19
COUNTY
COMMENTS
8/23/19
DATE
NOV 30, 2018
SCALE
N/A
W
Z
Q Q
Z
W
�
O
w >
z
C) 7-
C:)O
E-
0
J
U
<
PQ
W
4
MW
JJ
UD
CWC
N
G
FILE NUMBER
13.0124
SHEET
2 of 14
/EX. STORM MH 1
/ TOP=507.48'
EX. SAN MH 6 I /��I 54" RCP INV OUT 480.08'
TOP=509.48
18" PVC INV IN=491.70'-
18" PVC INV OUT=491.62 r i; EX1
y°h EX. STORM MH 2C
EXISTING ASPHALT PAVEMENT TO REMOVED i \� /' ,' / /�, ' ,a" °9s ,_
r � � EX2C TOP=497.90'
21 RCP INV IN=493.00
21" RCP INV OUT=489.44'
EXISTING PAVEMENT TO BE RETAINED STORM MH/2B
\/
TO THE MAXIMUM EXTENT POSSIBLE. ACTUAL//TOP=492.81'
LIMITS OF REMOVAL TO BE DETERMINED IN / �� - / 21 "/IRCP INS/ IN=4; /8.85' E 2X B
THE FIELD AS WORK PROGRESSES. , /�� \• ' / \ / 21/' RCP4NV OUTS 488.70'
H5 ,' ' °° PORTION OF PAVED \
PATH TO B� REMOVED EXISTING 20' DRAINAGE EASEMENT
AND RELOCATED DB 1548 PG 299 (PLAT)
co �3 � /', EX/SAN H 5 / /
EX2A EX. STORM MH 2A
� TOP=492.87 SOP=503.67 ----- - I
5j ,/ / "r �% / 18"TO PV�'INV=490.09' - i - --- 92 21" RCP INV IN=487.69'
/ ' �� %� 18" PVCINV O17T=489.94' I / 21" RCP INV OUT=487.65'
co� / //j3�, EXIST. MA, AGED SLOPES \
TO REMAIR UNDIgTURBED / Ii '1z
�Q�
/ •/�� / '/ �' ,/ �� / PORTION OF EXISTING 54"
I Site Benchmark is tied to USGS disk Z-155 EX. ST�RM MH 2
NGVD 29, Elev. 552.71 / / / , _ - l PIPE TBR FOR DOGHOUSE MH
' /' I TOP=4�1.96 / Tm 32 Par 37
Located at the NW corner of Route 29 North and i
Rt. 649, Proffit Road at old Crenshaw Garage. \ Q I ' \,9 VIRGINIA ELECTRIC AND POWER COMPANY
Current status of Disk is unknown, %
r, j� i ii /EX.�9A1\yM1 4 ` I 54 RCP INV IN=4'8.06 0
T �493.96-' �� II II 21 RC� INV IN=485.18 \ USE: UTILITY
�le P�VE'INV IN-484.10' �� I �\ �I 54 RC0 INV OUT 477.70 / ZONING: R15, R1
1,8�'PVC INV OUT_484.05' _ - - I I /
�_ �` - PORTION OF SANITARY
I % III SEWER TO BE FILLED I I r
-V - -AWITH-FLOWABLE FILL
PORTION OF CURB
EXISTING LIG�WT, \ \PORTIO\N OF �URB
%-TO-BE /REMOVED_ � ` � TO BE REMOVED I I / \ EX. STORM MH 7
I 'POLES (TBR) % % \ ` \ I I / / \
ROWS / h' ,/ / �' i I I \ \ / \ TOP=487.54'
CRp$SIN�, 1 i \ \ 54 RCP INV IN=476.16
TR S TbR) I / / I \ ,
�` soy EX. S1QRM MPI�3AI 1 54 RCP INV OUT=476.10
� I TMP 46-�4-7
TOP=46.84
2.76 ACES 1 / v >
15" RCP INV (�UT I�90.94' I I EX7 u \ \ EXISTING 50 STORM SEWER EASEMENT
6 / 5tORM SbUb INLgT / I v DB 1071 PG 495 (PLAT)
/ EX3A1/ TO BED REMNED / / // � � / � , _ _ _ ` 7� DB 1071 PG 562 (PLAT)
vPORTION OF PAVEMENT i I \
BE REMOVED /EX. L6ND0
PLOETREfE (TBR)
I
I 2 1 ❑ i / / /
i � l ❑ � � � � � / , , � , �ROPERJ�' LINE/TO
TO
f 1 Ex� heat �i v X. LO ON
/ / // /' /� � /BE VACATED,�TYP.)/
I / �umps e ` /PLANET EE (TB T1 P 46/-B4-78 /
/ // 1.10/ACRES
EX. BOLLAR S (9 / / /� �/
\ TO BE REPL ���
APPROXIMATE LOCATION / ' ' '
OF EXISTING SEWER 0A2� / ,/ / / / , PORTION OF STORK( SEWER �h� ' '�
m+e,'TO BE,REMOVE�
I I LATERAL ) --- ---\
EX./
Ii1 EX./STORM Mai 4A /'� v
E NDON TOP=463.41
/ ___----
AETREE / / I 15i' R�P IOV Ii�=4W36'
1 Z OOV�� '► , /� \,/� / 1 15�' RCP 1NV�0 T 48819' '/ � - -- N\ - PORTION OF EXISTING 54"
1 ol� heat / ' --- ` PIPE TBR FOR DOGHOUSE MH
rn Z � Existing / � q / X, LO�IDON � , � / �/ ,' i' - - � \
\� mps Brick Medical .� / V
gtorY I J- -f- / d�yC / \ 0�� i i i / P�A�I�TREE (TBR) , /� �� �' POF�TION OF PAVE _
❑ 1- ptfice Building C / P"��
G b 12424 sf `S\`/ ' ' ' PATH TO BE -REMOVED Tm 46 Par
�AND'� _
FELOCATEDhX4 FOREST LAKES COMMUNITY Y ASSOCIATION
USE: PONDTMP 46-B4-7C I , //'/"r-I ZONING: R41.74 ACRES
NDO N /ICP, ///�% _ PORTION OF STORM --SEWER ,
/ \ \ EX. JAPANESE / I CUR NE / / �/ `%
1 v / / -'TO B 1�EMO�E
i \ HOLLIES 0 0 /' EX. I�/OTNRDON �/ \ B o ' CP PORTION OF CUtVER�
T �� �\ r'Ex �4'= R P �
1 \ PLANETREE
\TNV 4$12' _ - T�BE'F�EMOVED 1 /
I /EX. IN ERRJ�S / r l �STORM M 4
/ / / I / / / / YOP =492.2
EX. B RNUM (3)EXIST. MANAGED SLOPES / R£P
INV IN1�87.1~�
TO BE GRADED FOR NEW / A EX5A / / I /' ��/� / / `�
BUILDING PAD. / I T P\46� 4-7A / \ r. I \ \ iu IN=85.45 \ 9 \ //// , ' 1 Ex. 4" EW-2
\ 0.2 ACRE \ \� C BRB / r l i <� l �(� \4 R�P INV OU�48�28' // /m I
I 1 \ nv. . Out=473.1
t I EX. LONDON�
PLANETREE
\ \\ \ \ \ \ \ I EX. SAN MH
\ \ \ EDGE OF ARBOR LAKE
/ r• p9 TOP=49�.�0 .� � \ � / / \ R>
X. TRESS (TBR) 18 PVC IN��IN=481.81
18 PVC INV OUT=481.78
\�X. CRE'RE
MYRTLES`\(3)
Tm 46-B4 Par B 1
FOREST LAKES COMMUNITY ASSOCIATION, INC.
USE. SOCCER FIELD s �$ �, E TING 20' ACSA SANITARY SEWER EASEMENT
Ex Side"a'k - / ZONING: R4 �s
�H� -� � �� � �s �\ DB 1 PG 495 (PLAT)
EX. EVERGREEN TREES `�\ �S �s �, DB 1071 P (PLAT)
-W 6-o1C�ti e i / / / �0�_ EX. SAN M�
ter I P� �� �� ��,, �S �s �, DB 1071 PG 213 (PLAT)
tid�sye�� TOP=492.64'
18" PVC INV IN=476.58' ' �s
I water 18" PVC INV OUT=476.38'
Ex. 8" D
assumed tion only / / / �0� �S
Ex 8 _ S & V
yo
- Exist. WateWM r
I Meter to Remainsp
Eler
xism' DBk1548 Ph 2/9 I
I r I 1 I m 46-B3 Par B
FORESJ' IS COMMUNITY ASSOCIATION, INC.
USE: CL UBHO USE
ZONING: R4
MH1 EX. SAN MH 1
TOP=482.35'
18" PVC INV IN=472.31'
18" PVC INV OUT=472.13'
EXISTING PARCEL SUMMARY
46134-7
3.64
AC.
46134-713
1.23
AC.
46134-7C
0.73
AC.
46134-7A
0.27
AC.
5.87
AC.
5W111 Op
Jimmy L. Taggart
Lic. No.
.e 22841 y
z_*#0810NAU
g�/1g ati
A
Ua
0
y O
Cq CD
W
co
m
cc
N
N d
2
ZO
U
g z�
o
O
0)LL
V.
Z
CC LU
�j Q
LLI
J J
2 O Ci
(t2
ww
Oy
Q
2 QQ
° N
Q -Z
fr�
WCo
prt
U rn
��
CO�
, N
CO
Q It
V
�?
°a
°t
Ll
x
j Qc
aW
o
wLo
o
o
U
LU
O�
U
�rn
M
w
2
z
O
O
REVISIONS
COUNTY
COMMENTS
2/15/19
COUNTY
COMMENTS
3/27/19
COUNTY
COMMENTS
8/23/19
DATE
NOV 30, 2018
SCALE
1"=40'
w
fr
a
Q
0
O
0
Q
LL
U
\
z
p
O O
O
0-
p U
E-I
J
Z
Q
O
�'
>
W LU
�
W j
Z
Q
E-
W
FILE NUMBER
13.0124
SHEET
3of14
TER ENTRY UNIT
H TRASH SCREEN
ORIFICE OPENING INSIDE THE
HORIZONTAL TUBE WITH A
CONSTANT HYDRAULIC HEAD
SCHEDULE 40 PVC PIPE
(BARREL OR ARM)
LEXIBLE HOSE
FLOAT
MIIIE
GRATETOP VIEWPVC VENT -
GENERAL NOTES:
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE
PIPE.
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD
CONDITIONS WARRANT A CHANGE.
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION
INSTALLED.
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE
DISCHARGE END OF THE PIPE.
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT
MANNER.
EMBANKMENT
OUTLET PIPE\ 4" 40 PVC PIPE
TER ENTRY UNIT
FLEXIBLE HOSE MUST BE
SECURELY FASTENED TO
THE DEWATERING ORIFICE
HOSE
1C VENT
PE
-FLOAT
SCHEDULE 40 PVC PIPE
(BARREL OR ARM)
L = 2.4'
3" 40 PVC PIPE SHALL BE USED FOR HOSE
END VIEW SIDE VIEW -
(NO SCALE)
DRAWN BY T. R. EVANS 10/10
FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET W. FAIRCLOTH & SON INC.
WWW.FAI RCLOTHSKI MMER. COM
TELEPHONE: (919) 732-1244
STRUCTURE FAX: (919) 732-1266
EMAIL: WARRENOFAIRCLOTHSKIMMER.COM
1.
RIP RAP -
CLASS fA
KEY IN FILTER
CLOTH 6"-9'
SCC-A
Channel Calculation:
n=0.035 for RIP RAP IA
s=2.4%
Q(2)=4.92 cfs
Q(10)=5.83 cfs
V(2)=3.4 fps
d(10)=0.91 ft
SCC-A
A=3.68 Ac.
C= 0.60
Tc = 10 Min
GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL PLANS
1. The plan approving authority must be notified one week prior to the pre -construction
conference, one week prior to the commencement of land disturbing activity, and one week
prior to the final inspection.
2. All erosion and sediment control measures will be constructed and maintained according to
minimum standards and specifications of the Virginia Erosion and Sediment Control
Handbook and Virginia Regulations VR 625-02-00 Erosion and Sediment Control
Regulations.
3. All erosion and sediment control measures are to be placed prior to or as the first step in
clearing.
4. A copy of the approved EROSION AND SEDIMENT CONTROL PLAN shall be maintained on the
site at all times.
5. Prior to commencing land disturbing activities in areas other than indicated on these plans
(including, but not limited to, off -site borrow or waste areas), the contractor shall submit
a supplementary erosion control plan to the owner for review and approval by the plan
approving authority.
6. The contractor is responsible for installation of any additional erosion control measures
necessary to prevent erosion and sedimentation as determined by the plan approving
authority.
7. All disturbed areas are to drain to approved sediment control measures at all times during
land disturbing activities and during site development until final stabilization is achieved.
8. During dewatering operations, water will be pumped into an approved filtering device.
9. The contractor shall inspect all erosion control measures periodically and after each runoff
producing rainfall event. Any necessary repairs or cleanup to maintain the effectiveness of
the erosion control devices shall be made immediately.
10. All fill material to be taken from an approved, designated borrow area.
11. All waste materials shall be taken to an approved waste area. Earth fill shall be inert
materials only, free of roots, stumps, wood, rubbish, and other debris.
12. Borrow or waste areas are to be reclaimed within 7 days of completion per Zoning
Ordinance section 5.1.28.
13. All inert materials shall be transported in compliance with section 13-301 of the Code of
Albemarle.
14. Borrow, fill or waste activity involving industrial -type power equipment shall be limited to
the hours of 7:00am to 9:00pm.
15. Borrow, fill or waste activity shall be conducted in a safe manner than maintains lateral
support, or order to minimize any hazard to persons, physical damage to adjacent land and
improvements, and damage to any public street because o slides, sinking, or collapse.
16. The developer shall reserve the right to install, maintain, remove or convert to permanent
stormwater management facilities where applicable all erosion control measures required
by this plan regardless of the sale of any lot, unit, building or other portion of the
property.
17. Temporary stabilization shall be temporary seeding and mulching. Seeding is to be at 75
Ibs/acre, and in the months of September to February to consist a 50/50 mix of Annual
Ryegrass and Cereal Winter Rye, or in March and April to consist of Annual Rye, or May
through August to consist of German Millet. Straw mulch is to be applied at 80lbs/100sf.
Alternatives are subject to approved by the County erosion control inspector.
18. Permanent stabilization shall be lime and fertilizer, permanent seeding, and mulch.
Agricultural grade limestone shall be applied at 90lbs/1000sf, incorporated into the top
4-6 inches of soil. Fertilizer shall be applied at 1000lbs/acre and consist of a 10-20-10
nutrient mix. Permanent seeding shall be applied at 180lbs/acre and consist of 95%
Kentucky 31 or Tall Fescue and 0-5% Perennial Ryegrass or Kentucky Bluegrass. Straw
mulch is to be applied at 80lbs/100sf. Alternatives are subject to approved by the County
erosion control inspector.
19. Maintenance: All measures are to be inspected weekly and after each rainfall. Any damage
or clogging to structural measures is to be repair immediately. Silt traps are to be cleaned
when 50% of the wet storage volume is filled with sediment. All seeded areas are to be
reseeded when necessary to achieve a good stand of grass. Silt fence and diversion dykes
which are collecting sediment to half their height must be cleaned and repaired
immediately.
20. All temporary erosion and sediment control measures are to be removed within 30 days of
final site stabilization, when measures are no longer needed, subject to approval by the
County erosion control inspector.
CONSTRUCTION SEQUENCE
1. Construction entrance will be constructed as
shown.
2. Provide Inlet Protection for EX6, EX5A, EX5, EX4A,
EX4.
3. Install double Turbidity Curtain.
4. Install Super Silt Fence.
5. Install sediment basin and diversion will be installed
as indicated
6. Install storm sewer pipe from existing DI-2 "EX4"
to proposed structure 1. Inlets tops 2 and 3 shall
be blocked until the site is stabilized. Splitter
structure 1A to Biofilter shall be plugged until site
is stabilized.
7. Existing 54" stormpipe inlets EX2 and EX7 will be
blocked with inlet protection initially. There will
be no need for inlet protection once new top
elevation. Both structures will have MH-1 tops.
8. Install Inlet Protection for structures 5A, 6, 6A,
8, 9, 10, 11, 12, 13, 14, 1. Culvert inlet protection
for 2A.
9. The grading, road parking, and utilities will be
constructed.
10. Dust control measures and permanent seeding
along the graded areas of the site shall occur
where indicated.
11. Sediment basin 1 will be removed once the county
inspector approves upland stabilization and the
remaining site work for lots 25-32 shall take
place.
12. Install storm 1A to 1 B with EW-1. Keep structure
1A plugged until the site is stabilized.
13. Install sediment trap as indicated on sheet 6.
14. After Albemarle County E&SC inspector confirms
site stabilization convert sediment trap to biofilter
and unplug Structure 1A to 1B.
LEGEND
3.01 SAFETY FENCE SAF
3.02 CONSTRUCTION
TRANCE ENCE
3.05 SILT FENCE SF
3.05 SUPER SILT FENCE SFF
STORM DRAIN
3.07 INLET PROTECTION IP
3.08CULVERT LET
PROTECTIONCIP
3.09 D VERO )NI DIKE DD
3.13 SEDIMENT
TRAPST
3.14 SEDIME T
BASIN SB
T
3.17
STOR CHAONNEI ANCE
SCC
El
TC
----
TURBIDITY
CURTAN
3.31
TS
TS
T SEEDORN GY
3.32 P SEED ERMANENNG T PS PS
3.35 MULCHING MU EE
*NOTE:
EX1
1. The contractor shall install a double // -
turbidity curtain and verify its adequacy 50 - - 40 ,
and upgrade or replace as needed to /� \ ',/ �,o°
°°P s
prevent silt from entering the main portion " 4 /'
of the lake. �� / ' /'//'////
Xx
2. Silt from construction in the lake will be "
removed by contractor. j/
3. Fuel storage tanks to use secondary
containment pallets with spill kits readily
available.
4. Matting shall be installed when seeding -4
slopes in excess 41H.1 V.
5. A faircloth skimmer shall be used in the
sediment basin to assist in the filtration
and removal of fine particles and colloidal �,1 / %� /
soils. _` �Q//' / `ice%�� j/�/' \\J
��° /�� 9 EX2B
O` / /
/
to /
SGS disk Z-155
er of Route
t Old Crenshaw9Ga °�h and
known, age.
�el
j
�1 I -I--� -T
1
ac i 11 \ I --- I I
- \ I I I I
`4 I ESMT TO BE VACATED
SS TO BE FILLED WITH
PLOWABLE FILL
I /
\ I
of
CONTR ICTO� TO/ REMOVE INLET AND PROVIDE
/CURB UT TO LOW RUNOFF FROM PARKING
I I ; E3 / I I ,/ ,/ LOT TO FL W 4LONG [ IVERSION TO SEDIMENT BA`.
I
Ex. heat
I I I I pumps SOIL STOCKPILE
DID
I I o
/ I
I 0)O 6
o�
o
I I I �R
Aa2�
I E� heat / / I / / / / 0�0���/'
Ilpumps
I Existing/
I ❑ i-Story Brick Medical // ` // / v / C3 ),
I
I ❑ Office12.424us ding / \ / N // / �P( RAG �
I
j I ❑ beBrwo Timod - 24'_ _ �''�� // `/� " / / 0�� �GO�QS 3�P`'N s��-�% /'' 1 STALL-2-4 PIPE /
I Blvd. ( �I P&� �S ( E�� EM�� �Q I. RUN 1-1A-2-3-E�4
G�- N�G�- S\MoRP�� oJ/
AND PROVtD-E SIN
SSF ��' _' -OVER DURING _---
/ I CONSTRl1ETtON,
_WHEFRE POSSIBLE
l\ I w
10
/
18' 18' / / �/ �Itin / \ I
I / - o
10 "(� / I P19'
Na\. / 88 8IP
or
7 84�
6" DEPRESSION
AREA NEAR
DIVERSION
TO PREVENT DIKE
SCOURING.
�dt,TS OF
A
Jimmy. L Taggart
Uc. No.
22841 �►4
;POa• 9/25/19 1411
SSSrONAL S�3
\
9
\
\
I \ \
1 \ \
1
\ II
S PS \
0
1 1
1Z
SB-1 DRAINAGE AREA
Ex sidewal v1 � 5.78 AC v \
_ _ _ v� v v `\ �v v V v v FAIRCLOTFI
w w -w -�- �I I W / \ \ / I SCC-A\\\� \\ \ \ SKIMMER ARBOR
// 3.68 AC `y \ _ / LAKE
I _ \ _ / // (SEE SHEET 11 FOR FULL DA) `�`\ \ �/ 1 1
I
1 1
-----rt--- � _- �.� / / / � \ � -- , , // I I I 1 1 EDGE
-xist- Cs"Ducti e
- Water I /�' / / / LIMITS OF DISTURBANCE
s. I /// / // / l I 4.19 ACRES \\ ��\ \\\ \ \ // i ! S x TC
assumed location Water one ' / \
location only / / Ln
\ *PROPOSE
D
\F.
Ex. DOUBLE.x6.TS sD A(CESS TURBIDITY
TRAIL ESMT CURTAIN
---- � / �6
SCALE: 1" = 30'
EX6 A'X B
IP \ \ I X5 ` \\ \\ \\ \ \\\ \` \\ \\ �\ \ \
117.5 /
I P
► \ \ \ I ` 9 \ \ 4$ MISER
�I
Ua
0
� O
vs
'^
v,
()) m
C\1 d
Q�2
QD
z o
�--i
U
o kc)
o
0)
Q
> LL
Z
�C)�
Q Ct W
J
_1J_
rVS
vi
kZt
CC \
� Q
w
0
O
w
I
"V
VQ
Oo
W
�J ?
Q 10
cc pCr.
(O
Urn
I CV
�
co
`
p
CO
QIt
�Q
LL
CIO�co
W IQ:-J
a W
w Lf
o
vw
O
Z (]
W
0rn
� co
co
�W
w
2
L
z
O
O
a
-
REVISIONS
COUNTY
COMMENTS
2/15/19
COUNTY
COMMENTS
3/27/19
COUNTY
COMMENTS
8/23/19
DATE
NOV. 30, 2018
SCALE
AS SHOWN
W
ICE
a
g
j z
P4
0
-
O
zo
J
O o
w
w
J
Q
W
Q
\�
/
m m
J
�
O
O
W
FILE NUMBER
13.0124
SHEET
4 OF 14
LEGEND
[3.0]1 SAFETY FENCE SAF
[3.0 2] COTRANCETION CE
[3. 0 5] SILT FENCE SF
[3.0 5]
SUPER SILT FENCE
SFF
[3.07
IP
STORM DRAIN
INLET PROTECTION
[3.0 8]
CIP
LET
CULVERT PROTECTION
[3.0 9]
DD
T
TEMPORARY
DIVERSION DIKE
[3.13]
ST
SETDIAPNT
[3.14]
SB
S EDIMT
gASEN
[3.17]
SCC
STORMCHAONNEL ANCE
[3.2 7]
TC
TURBIDITY
CURTA N
[3.3]1 TES
M P DR G Y TS [3. PERMANENT
PS PS
[3. 3 5] MULCHING MU M
1992
I GENERAL CONSTRUCTION NOTES
1. Prior to any construction within any existing public right-of-way, including connection to any
existing road, a permit shall be obtained from the Virginia Department of Transportation (VDOT).
This plan as drawn may not accurately reflect the requirements of the permit. Where any
discrepancies occur the requirements of the permit shall govern.
2. All materials and construction methods shall conform to current specifications and standards of
VDOT unless otherwise noted.
3. Erosion and siltation control measures shall be provided in accordance with the approved erosion
control plan and shall be installed prior to any clearing, grading or other construction.
4. All slopes and disturbed areas are to be fertilized, seeded and mulched.
5. The maximum allowable slope is 2:1 (horizontal: vertical). Where reasonably obtainable, lesser slopes
of 3:1 or better are to be achieved.
6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the County
Engineer, or designee, it is deemed necessary in order to stabilize a drainage channel.
7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices.
8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III.
9. All excavation for underground pipe installation must comply with OSHA Standards for the
Construction Industry (29 CFR Part 1926).
3.14
DETAILS OF CORRUGATED METAL
ANTI -SEEP COLLAR
IN COLIAR WIIH
Go I/17I11(x OOULAR TO BE OF SAME GAGE AS THE
RPE WITH WHICH IT IS USED
ODNINUOUS WF10_�7
1/Y X Y SLOTTED HOLES FOR 12' MIN.
3/0' DIAMETER BOLTS.
1
+R ATr
D WELD BOTH SIDES
BAN`MMNUOUS WOD AT 61 ED HOLES CORRUGATED NTO
"T g °'` SECTIOSHEErN B-B CENTER
wDDEA N°
CENTTR OF BAND
ELEVATION OF UNASSEMBLED COLLAR
3. UNASSEMBLED COLLARS SHALL BE MARKED BY
NOTES FOR COLLARS: PAINTING OR TAGGING TO IDENTIFY MATCHING
PAIRS.
1. ALL MATERIALS TO BE IN ACCORDANCE WITH 4. THE LAP BETWEEN THE TWO HALF SECTIONS
CONSTRUCTION AND CONSTRUCTION MATERIAL AND BETWEEN THE PIPE AND CONNECTING BAND
SPECIFICATIONS. SHALL BE CAULKED WITH ASPHALT MASTIC AT
2. WHEN SPECIFIED ON THE PLANS, COATING OF TIME OF INSTALLATION.
COLLARS SHALL BE IN ACCORDANCE WITH 5. EACH COLLAR SHALL BE FURNISHED WITH TWO
CONSTRUCTION AND CONSTRUCTION MATERIAL 1/f DIAMETER RODS WITH STANDARD TANK
SPECIFICATIONS. LUGS FOR CONNECTING COLLARS TO PIPE.
DETAIL OF HELICAL PIPE
ANTI -SEEP COLLAR
WELD 1 1/B' X 1 1/r X 1 1/8' ANGLES TO COLLAR OR BEND A 80'
SIZE AND SPACING OF SLOTTED ANGLE I I/e WIDE AS SHOWN N DRAWING.
OPENINGS SHALL BE THE SAME NOTE FOR BANDS AND COLLARS:
AS SHOWN FOR CM COLLAR. MODIFICATIONS OF THE DETAILS
USE RODS AND LUGS TO CLAMP SHOWN MAY BE USED PROVIDING
BANDS SECURELY TO PIPE. 1 1/4f EQUAL WATERTIGHTNESS IS
MAINTAINED AND DETAILED
12' MIN. DRAWINGS ARE SUBMITTED AND
APPROVED BY THE ENGINEER PRIOR
2 TO DELIVERY.
BAND OF
HELICAL PIPE ISOMETRIC VIEW
SHE NEGL COLLAR SHALL BE CUI TO FIT
CORRUGATIONS OF HELICAL BAND. AND
ROD AND LUG WELDED WITH A CONTINUOUS WEIR.
NOTE: FOR DETAILS OF FABRICATION DIMENSIONS, MINIMUM GAGES,
SLOTTED HOLES, AND NOTES, SEE DETAIL ABOVE.
MELD caT OF
BE
WEIDED To TO NOTE: TWO OTHER TYPES OF ANTI -SEEP COLLARS ARE:
CEI
HELICAL PPE BA,D 1. CORRUGATED METAL, SIMILAR TO UPPER, EXCEPT SHOP
WELDED TO A SHORT (417T.) SECTION OF THE PIPE AND
CONNECTED WITH CONNECTING BANDS TO THE PIPE.
PARTIAL ELEVATION 2. CONCRETE, SIX INCHES THICK FORMED AROUND THE PIPE
REF.' ENCR. FIELD -UAL WITH #3 REBAR SPACED 15" HORIZONTALLY AND VERTICALLY.
Source: USDA-SCS
III - 109
ANTI SEEP COLLAR DETAIL
Plate 3.14-13
30 0 30 60 9
SCALE: 1" = 30'
syT of \ o
L)7
Jimmy L. Taggart
Lk. No. / \ +\ / / �/ i' 41
'�� 22841 1► / / /g / / /
/ � 4
�8ZONAL
/4
Z 09 f
a
/ / I
0
` s
g0
IP 9 5
/ol
IP
I /
/ ' 91 10 o
lu/�'S ^ t�15� Lod 3
i / / 3� as i 1`I '1
�pf IOU 6 3
Opp
INC G
SN �%0' RO I
I6
\I22, Pub5 MPH) 1
g33
/
c
� _W Lg � lk Si.
oQ•
6 i
/ / , ��
f 41 / / / /' /ou 2\ /
/ / I TC t of
TS PS � I I
'1.2TC/� // / 9.0
/
0 41 / Q,
�K
I / / DDL°I S S�'
99.38 / 6 01 IvT \
. / \ / f 6 /
� 99F � \ CX � x Sg.�9 O � 'x f �
Ex. heat I x 99.E 9 / / f \4 / 91 q L) 91 / /'
puamps // \ / �� ' 0 //
/
TI I I �,J' I I 99.E I y x 8.37
QI I I I ' ' N SA \ I a / / / '4g0 +.7 /' / O / t5rl� IP
IP /
s5 /'
I/ ci G
I JJI I x 99.34 / ` \ / 1a� / /�/
I t heat
. 2 / FUELS S7 /
I I P ° R� 1jg I �/i O z 88 S!r AGE /
�J� / SECONDARY
❑ Existing 9 1$ � / � / .�pFz� / � /
}+ 1-Story Brick Medical nfFF_' // / / //�O `\ �/ I I I ❑❑ / - _-
GP�S�L CONTAIN
Office Building
i sf 'es89X T
#1800Mou Timberwood 4' PS Blvd. 90,�
/
/
w
I
/ _0
II co
SCC-A
IP W
18'--__24' / 18
\*.
24 HDPE
I P14 , 3
III I I \ \ x l $$ 70
$4
--
BAF
//
'1 SS j\ \ 117.5L
x
><1 N, / Q \ P \ \ \ \ \ \\sue\
v s Ix to �c� z I vvv vvw �v\po v� �v V v v v o v 48" RISER '/
LOTS 25-32 WILL BE
Ex sidewal a R \ \ \ \s\
- ��j % / / RESTRICTED FROM \ \ \ \ \ \
/ I /"\ -- i �I RECEIVING BUILDING �� F\A-I-RCLOTH /
W -W - -W W -W +� I w \\ '/ / ' PERMITS UNTIL THE SITE \� \\�\\ \ \ SDI
�� i
IS STABILIZED AND THE
-------r--- ` - �� / \ \ --
E&S INSPECTOR CAN
e f' / / / / RELEASE THE BASIN
- Water = LIMITS OF DISTURBANCE \ \ \
/ I /' / / } FOR BUILDING
8' \\\ / Ex. -$O6- ----- / / / 4.19 ACRES
assumed
D1 water I // CONSTRUCTION.
I
t'on on 1y
I Ex // // / // //moo ����`� SB-1 DRAINAGE AREA \\\ \S\9
s 5.78 ACRES \ \ s\ °
RELOCATED
�' / / ti�\�\ \\ �s TRAIL
Y�/
I
A�CESS
!,'
ESM T I
/
/ LIMITS OF
DISTURBANCE
4.19 ACRES
I
EIir'WAD • um 1
,e-85 \
ISM
/ I /
/ I
/ I ARBOR
LAKE
I II EDGE
1
I�
A
1 L *PROPOSED
DOUBLE
TURBIDITY
CURTAIN
Ua
0
y O
L-
N m
U
N d
Q::)
zo
o
C>
> LL.
z
�Q
V1
Q-
Q rcLU
L
J J_
aZ
Cc
UQ
CO_LU
O CO
LU
�y
O
C) Q
00
W
K
Q L0
U
pac
rn
` co
Q -;I-
v
La
Q �
°Q
>
w cc QZ
o LL
PA LLI
�i CO
Q
w Lr)
o
�w
c)
F+��1
W
2i rn
C0
A
C3
6,
LU
Z Z
O
Q
L
a_
W
REVISIONS
COUNTY
COMMENTS
2/15/19
COUNTY
COMMENTS
3/27/19
COUNTY
COMMENTS
8/23/19
DATE
NOV. 30, 2018
SCALE
AS SHOWN
I --I
I --I
Z
W
a
Q
z
o
0
C)
z
Cl
O
z
Qo
z
E-
_jO
O °
�
�W
Q
U)
LJJ w
z
\
m
CD
FILE NUMBER
13.0124
SHEET
5OF14
IF,
,
* * „
24 MIN. GRAVEL *(18"MIN. DEPTH)
70' Min
1. SET POSTS AND EXCAVATE A 4"X4"
TRENCH UPSLOPE ALONG THE LINE
2. STAPLE WIRE FENCING TO THE POSTS.
**
Stone 3" SM-2A Asphalt
OF POSTS.
RUNOFF WATER
WITH SEDIMENT
Construction Existing
AccessSlo e--N.- -2% Slope
�Q 2%
Pavement
�-
L6"
Nall Li Lj
21A Aggregate Base Filter Cloth
Existing
III
-
11a DIII-
SEDIMENT WIRE MESH
Grade SECTION B-Baao
Existing
g A Pavement B
FILTERED
SPECIFIC APPLICATION WATER
FLOW -IIIII II
_IIII
l
/ r
2'* Min
0
4„
THIS METHOD OF INLET PROTECTION IS APPLICABLE
2% Slope
Pe
WHERE HEAVY CONCENTRATED FLOWS ARE EXPECTED
1 f
3. ATTACH THE FILTER FABRIC TO THE WIRE
4. BACKFILL AND COMPACT THE
BUT NOT WHERE PONDING AROUND THE STRUCTURE
Stone--//IVPositive Drainage
FENCE AND EXTEND IT INTO THE TRENCH.
EXCAVATED SOIL.
MIGHT CAUSE EXCESSIVE INCONVENIENCE OR DAMAGE
Construction A To Sediment *Must extend full
GRAVEL FILTER
18»
TO ADJACENT STRUCTURES AND UNPROTECTED AREAS.
Access Trapping Device
ingress
width g
RUNOFF WATER
WIRE MESH
* GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE
and egress operation
PLAN VIEW
I f '
!
�
FILTERED WATER
AGGREGATE.
o d
**INLET PROTECTION DESIGN PARAMETERS ADDS 6"
12' Min Positive Drainage
OF AGGREGATE FOR DESIGN ABOVE AND BEYOND AS REQUIRED.
To Sediment
z,
�
/III
2% Slope Trapping Device
/
r
412a
_
GRAVEL AND WIRE MESH
� ,�,
_
1= FLOW
�� �- /
-
-
a
a FF
�T
DROP INLET LET PROTECTION (1p)
�!�����% ��,��,��,www���,www��,����,��,� ����i��
��i?:ii�l� %� �i�i � ii�!:�4�vi i�i�i � ���!�
_
SEDIMENT
D
a
.�
_ -
(IIII III"'
-_-
I11 1
EP`7 NOT TO SCALE
Filter Cloth
CONCRETE GUTTER "
*$
CURB INLET
SECTION A -A
EXTENSION OF FABRIC AND WIRE INTO THE TRENCH.
Compacted Soil
SPECIFIC APPLICATION
NOTE: A minimum water tap of 1" diameter must be installed
FILTER FABRIC
Op
with a minimum 1" ballcock shutoff valve supplying a wash hose
SZ,TH
M Flow $ Pry
with a diameter of 1.5" for adequate constant pressure. Wash
THIS METHOD OF INLET PROTECTION IS APPLICABLE
WHERE PONDING IN FRONT OF THE STRUCTURE
AT CURB INLETS
IS NOT LIKELY TO CAUSE
O G>
,y r
water must be carried away from the paved construction
-�I
W
RET IH
111LI-
INCONVENIENCE OR DAMAGE TO ADJACENT
STRUCTURES AND UNPROTECTED
entrance to an approved settling area to remove sediment. All
AREAS.
/,•
sediment shall be prevented from entering storm drains, ditches,
Jimmy L Taggart
or watercourses.
* GRAVEL SHALL BE VDOT #3, #357 OR 5
COARSE AGGREGATE.
4.5' M N "°• N°•
A ��1 ,t,'4►
**INLET PROTECTION DESIGN PARAMETERS
ADDS 6"
9/95/19
(3 SUPER T�� Tl� T
1
�A�
OF AGGREGATE FOR DESIGN ABOVE AND
BEYOND AS REQUIRED.
5 DtVERStON Dt KE(DD)s&91ONA16
Paved Construction Entrance CE
4 �]�AVEL CURB INLET
PROTECTION DETAt �]P
EP'7 NOT TO SCALE
EP7 Not to Scale
EP7 NOT TO SCALE
]EP7 Not to Scale
*Impervious core and cutoff trench *ADD 1.5' TO RISER SECTION FROM
TEMPORARY SEDIMENT BASIN
PRINCIPAL SPILLWAY DESIGN
shown for informational purposes SEDIMENT BASIN TO SEDIMENT TRAP.
only. Final design to be provided
15. REQUIRED SPILLWAY CAPACITY:
ANTI- VORTEX DEVICE
DESIGN
b eotechnical engineer,
y g * g ADD 0.5 TO RISER SECTION FROM
PROJECT TIMBERWOOD PROJ NO. 13.0039
EMERGENCY SPILLWAY? (Y/N) N
6.6' -
BASIN # SEDIMENT BASIN SB-1 DATE 9/25/2019
SEDIMENT TRAP TO BIOFILTER•
LOCATION BY DEG
REQUIRED SPILLWAY CAPACITY: 17.9 CFS
PRESSURE RELIEF
MH-1 Dam Elev = 480.10'
16. ASSUMED AVAILABLE HEAD:
HOLES 1/2" DIA.
TOP=478.5'
INPUT
ELEV. OF CREST OF E.S. IF USED: N/A
j
DRAINAGE AREA 5.78 ac
ASSUMED AVAILABLE HEAD= 0.50 ft
O
Design High Water = 477.1'
BASIN VOLUME DESIGN
WET STORAGE
17. RISER DIMENSIONS:
RISER DIAMETER: 48.00 in
ACTUAL MAX. ELEV.: 476.50 ft
(From Plate 3.14-8 or Cads)
(From Ca�s'If appropriate)
A A O
O
TOP STIFFENER IF REQUIRED
IS-X-ANGLE WELDED
EXIST 13.41'
1. MINIMUM REQUIRED VOLUME 387.26 cy
TO TOP AND ORIENTED PER -
1 CMP Anti -Vortex
30" RCP @ 2.41 % 2 Collars @ 2.75' x 2.75' Device
2. AVAILABLE BASIN VOLUME
ACTUAL HEAD: 1.00 ft
18. BARREL LENGTH:
(From Plate 3.14-8orCalcs)
O
O PENDICULAR TO CORRUGATIONS.
Crest Elev = 476.5'
AVERAGE END AREA- BASIN VOLUME ESTIMATES
BARREL LENGTH: 35.15 ft
48"RCP
Riser
ELEVATION AREA VOLUME VOLUME TOTAL
BARREL INVERT OUT: 474.55 ft
HEAD H ON BARREL: 1.95 ft
(From Plate
O
O O
O TOP IS -GAGE CORRUGATED
METAL OR 1 8" STEEL PLATE.
O
Dlume Elev = 474.8'= 3" Orifice
ft sf cf c c
473 6,918.00
19. BARREL DIAMETER:
PRESSURE RELIEF HOLES MAY
BE OMMITTED, IF ENDS OF
18" RCP @ 2.5%
35.15' I I Wet Volume
6'Gxl.5',
5,798.40 214.76
473.8 7,578.00 214.76
BARREL DIAMETER: 18 in
20. TRASH RACK AND ANTI -VORTEX DEVICE:
(From Plate 3.14A or 3.14B)
TACKwELD
PLAN VIEW
CORRUGATIONS ARE LEFT FULLY
OPEN WHEN THE TOP IS
Inv.=473.25' Concrete
� Faircloth skimmer @ 474.8'
8,159.00 302.19
DIAMETER: 72 in
(From Plate3.14D)
ALL AROUND
ATTACHED.
NY . Base see below for detail
Arbor Lake 1
474.8 8,740.00 516.94
16,240.10 601.49
HEIGHT: 21 in
EMERGENCY SPILLWAY DESIGN
- D _
�/
WE DED CYLINDER IS GAGE CORRUGATED
1� - CAT C Elev. - 473.0'
-
476.5 10,366.00 1,118.43
5,457.50 202.13
21. REQUIRED SPILLWAY CAPACITY:
- METAL PIPE OR FABRICATED FROM
477 11,464.00 1,320.56
Qe = Q(25)-Qp = N/A CFS
H
STEEL PLATE.
EP'7 NOT TO SCALE
12,163.50 450.50
22. DIMENSIONS:
BOTTOM WIDTH (b): N/A ft
(From Table3.14C)
478 12,863.00 1,771.06
28,714.00 1,063.48
SLOPE OF EXIT CHANNEL (s): N/A Wit
MIN. LENGTH EXIT CHANNEL x : N/Aft
()
(From Table 3.14-C)
(From Table 3.14-C )
aMIN.
"
NOTES:
1. THE CYLINDER MUST BE
480 15,851.00 2,834.54
ANTI -SEEP COLLAR DESIGN
FIRMLY FASTENED TO THE
TOP OF THE RISER.
REQUIRED WET STORAGE VOLUME 387.26 cy
23. DIMENSIONS:
WATER ENTRY UNIT
WITH TRASH SCREEN GENERAL NOTES:
APPROX. ELEVATION 475.50
DEPTH WATER @ CREST OF P.S. (Y): 3.50 ft
SUPPORT BAR SIZE
REBAR MIN.)
2. SUPPORT BARS ARE WELDED
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE
PIPE.
SLOPE UPSTREAM FACE DAM (Z): 3.00 :1
(#6
TO THE TOP OF THE RISER
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN
CORRECT AMOUNT OF TIME, MODIFICATIONS MAY BE REQUIRED IF FIELD
3. EXCAVATE CUBIC YARDS
SLOPE P.S. BARREL Sb : 2.50 %
( )
OR ATTACHED BY STRAPS
BOLTED TO TOP OF RISER.
CONDITIONS WARRANT A CHANGE.
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION
4. AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED 193.63 cy
LENGTH BARREL IN SAT. ZONE (Ls): 25.00 ft
(From Plate 3.14-11)
RISER DIAMETER
ORORIFICE OPENING INSIDE THE INSTALLED.
IZONTAL TUBE WITH A 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE
CONSTANT HYDRAULIC HEAD DISCHARGE END OF THE PIPE.
5. ELEVATION CORRESPONDING TO CLEANOUT LEVEL 473.80
FINAL DESIGN ELEVATIONS
#6 X 12��
SPACER BAR
(TYPICAL)
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT
SECTION A -A ISOMETRIC
MANNER.
25. ELEVATIONS:
6. DISTANCE FROM DEWATERING ORIFICE TO C/O LEVEL 1
TOP OF DAM: 480.10 ft
SCHEDULE 40 PVC PIPE
(BARREL OR ARM) ARTHEN EMBANKMENT
INVERT DEWATERING ORIFICE R'QD 474.50
INVERT DEWATERING ORIFICE USED 474.80
DESIGN HIGH WATER: 477.10 ft
EMERGENCY SPILLWAY CREST: N/A ft
PVC VENT
APPROX. VOLUME AT INVERT USED 496.94 cy
PRINCIPAL SPILLWAY CREST: 476.50 ft
LEXIBLE HOSE PIPE
DISTANCE FROM INVERT TO C/O LEVEL 1.00 ft
DEWATERING ORIFICE INVERT: 474.80 ft
J O ANTI VOR`�'EX DETATT
ti1V ll V ll 11 1 1L
FLOAT LOAT
DISTANCE ACCEPTABLE
CLEANOUT ELEVATION: 473.80 ft
WET STORAGE VOLUME ACCEPTABLE
Silt Fence
EP'7 NOT TO SCALE
=11I-11
GRATE FLEXIBLE HOSE MUST BE
SECURELY FASTENED ro THE
THE DEWATERING ORIFICE
TOP VIEW -III DI
DRY STORAGE
7. MINIMUM REQUIRED VOLUME 387.26 c Y
ENDWALL
PVC VENT PIPE -_ = 17
8. TOTAL AVAILABLE VOLUME AT CREST OF RISER
'____PVC
LEXIBLE HOSE
CREST OF RISER 476.50
- OUTLET PIPE\ _ 4" 40 PVC PIPE
SCHEDULE 40 PVC PIPE
ES
APPROX. AVAILABLE TOTAL VOLUME 1118.43 cy
ADEQUATE DRY STORAGE VOLUME
TOE OF FILL
CULVERT
a"°RF O (BARREL OR ARM)
= DRY STORAGE o '" �``"GM 474.8
9. DIAMETER OF DEWATERING ORIFICE
-WET STORAGE
L=2.4'
Q 0.56 cfs
nl
••.
d 5.14 in
rilllllll
WATER ENTRY UNIT I 3" 40 PVC PIPE SHALL BE USED FOR HOSE
USE d 3 in
N
..,
I
END VIEW SIDE VIEW = _
10. DIAMETER OF FLEXIBLE TUBING **(FAIRCLOTH SKIMMER USED INSTEAD OF FLEXIBLE TUBING)** 4 in
nn II , O
(NO SCALE)
STANDARD SIZE
�1
DRAWN BY T. R. EVANS 10/10
O
FAIRCLOTH SKIMMER°DISCHARGE SYSTEM WITH OUTLET J. WW. FIRCLOTH MERSON mM
WWW. FAIRCLOTH SKI M MER. COM
PRELIMINARY DESIGN
o
STRUCTURE ELER"°NE: c2
FAX: (919) 73 732-1-1266
66
EMAIL: WARREN@FAIRCLOTHSMMMER. COM
11. PRELIMINARY DESIGN ELEVATIONS:
o
o -TOE OF ILL
CREST OF RISER 476.50 ft
o
TOP OF DAM 480.10 ft
SILT FENCE
*DISTANCE IS 6' MINIMUM IF
DESIGN HIGH WATER 477.10 ft *design of high water assumes a peak flowrate
FLOW IS TOWARD EMBANKMENT
I'
UPSTREAM TOE OF DAM 473.00 ft of 8.9 cfs storage volume is not considered.
BASIN SHAPE
FLOW
!!
IIII
SHEETS OF 4' X 8' X 1 /2"
EXTERIOR PLYWOOD OR
12. LENGTH OF FLOW / EFFECTIVE WIDTH:
SURFACE AREA OF NORMAL POOL 8740 sf
Stan Combinat on
POLYETHYLENE
FABRIC
l= LINE POST
EQUIVALENT 6" Above Riser Crest
LENGTH OF FLOW PATH 54 ft
EFFECTIVE WIDTH 76 ft
,
� O
9
1 5
s
(ATTACH TO jjI
POSTS WITH
METAL TIE WIRES.)
j 10' MAX.
;I;I
�-� GROUND LINE
Elev. =
L/We 0.71 BAFFLES REQUIRED
5
6' MAX. CONVENTIONAL
BRACING FOOTING E
OR
5' MIN. (u APOSTS
RUNOFF
g
(RATIONAL METHOD CALCULATION)
PERSPECTIVE VIEW
PERSPECTIVE VIEW
USE MAXIMUM C VALUE DURING CONSTRUCTION AND MINIMUM Tc VALUE
FLOW
PLASTIC FENCE
METAL FENCE
13. FLOW FROM 2-YEAR STORM
s
C: 0.60
8
Tc: 16.0 I: 3.4 in/hr
Q= 12.2 cfs
14. FLOW FROM 25-YEAR STORM
*VDOT #3, #357, #5, #56 OR #57
COARSE AGGREGATE TO REPLACE
CLASS I
RIPRAP
POSTS MIN. SIZE 4 SQUARE
C: 0.60
OR 5" ROUND. SET AT
Tc: 15.0 I: 6.7 in/hr
SILT FENCE IN "HORSESHOE" WHEN
LEAST 3' INTO THE GROUND
Q= 17.9 cfs
HIGH VELOCITY OF FLOW
IS EXPECTED.
f t SAFETY JL FENCE CE DETAtL SAJL )
WOODEN BAFFLES DETA1
9 SEDIMENT BASIN SB1 CALCULATIONS
CULVERT INLET PROTECTION
(CI P)
EPA
NOT TO SCALE
EPA NOT TO SCALE
NOT TO SCALE
4P�
NOT TO SCALE
,
•
Ua
0
rn O
U
al
co
N m
-CC
LLJ
N �
2
20
U
g
°�
^
Z
CO)Q
v1
Q �W
LL
I J_
�
Q�
Q� �2
J CC -,
> Q
w
o
w
r
U e
I
00
I N
WCopz
`
Q Z
fY N
U rn
N
r h�
V
�LL`I 4j C9
4.2
Q
frQ
)
rc O3:
Ix W
V c'
Q
w o
U
�
W
Z0
�"T
-
2
;I
co
w
W
Z
O
O
w
REVISIONS
COUNTY
COMMENTS
2/15/19
COUNTY
COMMENTS
3/27/19
COUNTY
COMMENTS
8/23/19
DATE
NOV. 30, 2018
SCALE
AS SHOWN
I- 1
I --I
W
Q
Q
Z
j
O
�_
�\
a
/
NN
H-I--I
zo
z
o
O o
"
O U
z
J
W
r
m
<
(f)
W W
m m
Q
O
I --I
W
FILE NUMBER
13.0124
SHEET
7OF14
r
STORMWATER MANAGEMENT NARRATIVE
N ORDER TO QUALIFY FOR 9VAC25-870-48 GRANDFATHERING IN THE CODE OF VIRGINIA :
1. A PROFFERED OR CONDITIONAL ZONING PLAN, ZONING WITH A PLAN OF DEVELOPMENT,
PRELIMINARY OR FINAL SUBDIVISION PLAT, PRELIMINARY OR FINAL SITE PLAN, OR ANY DOCUMENT
DETERMINED BY THE LOCALITY TO BE EQUIVALENT THERETO (1) WAS APPROVED BY THE LOCALITY PRIOR TO
JULY 1, 2012, (II) PROVIDED A LAYOUT AS DEFINED IN 9VAC25-870-10, (III) WILL COMPLY WITH THE PART II
C TECHNICAL CRITERIA OF THIS CHAPTER, AND (IV) HAS NOT BEEN SUBSEQUENTLY MODIFIED OR
AMENDED IN A MANNER RESULTING IN AN INCREASE IN THE AMOUNT OF PHOSPHORUS LEAVING EACH
POINT OF DISCHARGE, AND SUCH THAT THERE IS NO INCREASE IN THE VOLUME OR RATE OF RUNOFF;
2. A STATE PERMIT HAS NOT BEEN ISSUED PRIOR TO JULY 1, 2014; AND
3. LAND DISTURBANCE DID NOT COMMENCE PRIOR TO JULY 1, 2014.
A PRELIMINARY SITE PLAN WAS APPROVED 10-25-1 1 WITH A PROPOSED IMPERVIOUS AREA OF 2.44 AC.
THE PROPOSED MODIFIED PLAN HAS ADDED 0.40 AC OF IMPERVIOUS AREA ABOVE THE PRELIMINARY
PLANS 2.44 AC, THEREFORE, THE PROPOSED PLAN MUST PROVIDE ONSITE BMP'S THAT RESULT IN NO
INCREASE IN THE AMOUNT OF PHOSPHOROUS LEAVING EACH POINT OF DISCHARGE, AND SUCH THAT
THERE IS NO INCREASE IN THE VOLUME OR RATE OF RUNOFF.
A BIOFILTER HAS BEEN PROPOSED TO REDUCE THE ADDED PHOSPHOROUS AND RATE OF RUNOFF THAT
0.40 AC OF IMPERVIOUS AREA CREATES. PLEASE SEE THE SUMMARY CALCULATIONS ON THIS SHEET AND
SUPPLEMENTAL INFORMATION IN THE HYDRAULIC AND HYDROLOGIC CALCULATIONS FOR CLARITY OF
THIS SCHEMATIC.
9VAC25-870-48
* Preliminary
Proposed
Treated by Biofilter
Impervious Acreage
2.4447
2.84
0.76
Impervious %
41.7
48.4
26.6
Pollutant RR (I bs/yr)
2.95
1 3.76
1 0.94
* = SDP201100042 (Approved 11 /4/11)
THE COMPARISON OF THE RATE OF RUNOFF IS BEING PROVIDED BY SHOWING THAT THE POST -DEVELOPED
CONDITION DROPS THE 2YR AND 1 OYR PEAKS BELOW THE DIFFERENCE IN THE PRELIMINARY AND PROPOSED
PLAN.
Q2 PRELIM = CIA = 11.34 CFS (HYD 93, SHEET 21)
Q10 PRELIM = CIA = 14.72 CFS (HYD 93, SHEET 22)
C = 0.55
A = 5.87 AC
Tc= 15MIN
C = 0.59
A = 5.87 AC
Tc= 15MIN
Q2 PROPOSED = CIA = 12.16 CFS (HYD 94, SHEET 23)
Q10 PROPOSED = CIA = 15.79 CFS (HYD 94, SHEET 24)
REQUIRED REDUCTION FROM THE PRELIMINARY PLAN TO THE PROPOSED PLAN BEFORE ARBOR LAKE IS 0.82
CFS FOR THE 2YR STORM AND 1.07 CFS FOR THE 1 OYR STORM.
SINCE THERE WAS NO PROPOSED STORMWATER CALCULATIONS FOR THE PRELIMINARY PLAN IT IS
NECESSARY TO RELATE THE WATER QUANTITY ASPECT OF THE MODIFIED PLANS. THE BIOFILTER IS PROVIDING
MORE RUNOFF REDUCTION THAN THE DIFFERENCE IN THE 2YR AND 1 OYR FOR THE PRELIMINARY TO THE
PROPOSED PLAN THUS QUALIFYING FOR GRANDFATHERING. PLEASE SEE BELOW FOR CLARITY AND THE
HYDRAULIC & HYDROLOGIC CALCULATIONS FOR ROUTING SCHEMATICS.
PROPOSED POST -DEVELOPED SITE + OFFSITE, WITH NO BIOFILTER** (HYD 96, SHEET 140,141)
** = VALUES INCLUDE OFF -SITE RUNOFF (BENEATH SITE) TO ARBOR LAKE, VIA 54" PIPE
2YR Q = 33.25 CFS
1 OYR Q = 52.00 CFS
PROPOSED POST -DEVELOPED + OFFSITE WITH BIOFILTER (HYD 91, SHEET 138, 139)
2YR Q = 27.74 CFS
10YRQ=43.18CFS
2YR Q - 33.25 CFS - 27.74 CFS = 5.51 CFS > 0.82 CFS OK
1 OYR Q - 52.00 CFS - 43.18 CFS = 8.82 CFS > 1.07 CFS OK
FLOWS ARE
FROM THE
SPLITTER
STRUCTURE
(HYD 47)
(SHEET 91,92)
ME 1 DITCH SURFACE
TYPE
DITCH I
Channel Calculation:
n=0.035 for EC-2, type 1
s=2.4%
Q(2)=5.35 cfs
Q(10)=6.32 cfs
V(2)=3.45 fps
d(10)=0.93 ft
1.0'
1�
2
DITCH 2
A=1.84 Ac.
C= 0.33
Tc = 15 Min
(HYD 86)
(SHEET 128,129)
EC-2
TYPE 1
a1
2
"$stiza of of��
')7
Jimmy L. Taggart
Uc. No.
Z-N-022841
810NAL
9/25/19 1'�'~ Sib
STAPLE TO
DITCH SURFACE
DITCH 2
Channel Calculation:
n=0.035 for EC-2 Type 1
s=5.0%
Q(2)=2.13 cfs
Q(10)=2.77 cfs
V(2)=3.65 fps
d(10)=0.60 ft
HATCH LEGEND -7
EC-2, TYPE 1 \ \ \ \ 10 0 10 20 30
\ \ \ \ E�O�"IIJTER �IJAI� VIEW
SCALE: 1" = 10'
RIP RAP TYPE All o 0 0
BIOFILTER PLANTING REQUIREMENTS = 1000 TREES AND SHRUBS PER ACRE
830 SF = 0.02 ACRES * 1000 = 20 TREES AND SHRUBS TOTAL
BIOFILTER PLANTING SCHEDULE TABLE
BIOFILTER
LANDSCAPING SPECIES
Cal
Size
Shrub
Ht.
#1
10YR
CANOPY
10YR
TOTAL
O River Birch (BN)
Pin Oak (QR)
Sycamore (PO)
2.0"
2.0"
2.0"
1
1
1
258
90
460
258
90
460
Total Trees provided
3
3
3
Spicebush (EB)
Winterberry (WB)
Spicebush (EB)
I
I
36"
6
6
6
I 23
I 14
23
138
84
138
36"
36"
Total Shrubs provided
1g
1,168
NOTE:
SWM MAINTENANCE TO BE ACCESSED FROM ARBOR LAKE TRAIL
WHICH LIES ON THE APPLICANTS PROPERTY. ACCESS
EASEMENT HAS BEEN PROVIDED SO THAT FOREST LAKES CAN
REACH WORTH CROSSING AND TIMBERWOOD BOULEVARD.
FILTER FABRIC GEOTEX 351 OR
EQUIVALENT (APPLY ONLY TO THE
6
SIDES AND OVER THE UNDERDRAIN. )
STR-15
Dam Elev = 480.0' STR-16
*TAKEN FROM VA DEQ BMP CLEARING
TOP=478.5'
HOUSE DESIGN SPECIFICATION No.9
FOR BIORETENTION
J.
100YR ELEV = 478.89'
*GENERAL FILTER
10YR ELEV = 478.82
EXIST 13.41'
2YR ELEV = 478.79
MEDIA COMPOSITION:
30" RCP @ 2.41 %
Crest Elev = 478.5'
85% to 88% SAND
Biofilter Surface = 478.0' _ _
8% to 12% SOIL FINES
48"RCP
3% to 5% ORGANIC MATERIAL
Riser c�i
475.33'=BOTTOM OF BIOFILTER MEDIA
35.15' - 18" RCP @ 2 5%
474.55'
6'0x1.5',
Inv.-473.25'
�
Concrete 2" SHREDDED
BQSe HARDWOOD MULCH
Arbor Lake
��
UNDERDRAIN IN BIOFILTER
SE 1 SCHEMATIC3
4" SCHEDULE 40 PVC WITH g INCH
PERFORATIONS AT 6" ON CENTER
EP7
NOT TO SCALE
UNDERDRAIN (10' SPACING MAX.)
9" GRAVEL SUMP
SLOPE OF UNDERDRAIN SHALL BE
AT 0.5%
VDOT #57 OR
EQUIVALENT
ADD 1.5' TO RISER SECTION FROM
SEDIMENT BASIN TO SEDIMENT TRAP.
r
BIOFILTER CROSS SECTION
FROM
SEDIMENT TRAPS ER TO BOFILOTER.
NOT TO SCALE
Sizing for Bioretention Filter Facility:
Surface Area Required = 2.5% of the impervious area for drainage areas EX-4, DA-2, DA-3 and the back
of townhouse lots 25-32.
Biofilter Area Required = 0.76 AC impervious area * 0.025 = 823 SF
Biofilter Area Provided = 830 SF
A
Ua
0
o
U
W
o
�CO
j_
N d
2
z0
U
o
O
� o)
�
LL
V1
Q
Q W
Lu z
J J
QLz
y�
>a
ww
Q Oy
r ,
UQ
Oo
Jj
cr N
W
OC pCa
O
U rn
N
p
TF�
V
yC�
Q 't
) �2
xx
ILL
x
cc r
Q.W
co(CZ')U
w U-)
coQ
Z�
W
o�
LU
2�
M
�LU
w
W
z
o
O
REVISIONS
COUNTY
COMMENTS
2/15/19
COUNTY
COMMENTS
3/27/19
COUNTY
COMMENTS
8/23/19
DATE
NOV. 30, 2018
SCALE
AS SHOWN
E_
W
w
Q
Q
Z
D z_
a
O
0
'._4
U) >
E-
z
z
z
0
O o
Q ULU
Z
L.L
J
W
�
Q
Q
U)
mw
DJO
Q
Z
0
I�
w
FILE NUMBER
13.0124
SHEET
8 OF 14
20
515
510
505
500
495
490
485
480
475
470
465
460
455
450
9
HOW
1
E7
5
OEX2
E1
520
515
510
505
500
495
490
485
480
475
470
465
460
455Z
450
505
5 6
60A
505
w
w
CV
J
_
=
c -
r7
N
�'
``'
w
LL
00
w
rnw
500
o�
Ix+
w
Q
^
o_
-
0
0
0
0
495
495
N
_
x---
Z
o
^
-
490
-----
490
w
X
GRADE-
-
-
�-EXIST.
485
485
" HDPE
-
HDPE ®
2.18%
/
480PROPOSED
480
475
475
-
470
470
- - - - -
_ _
-
O
O
- -
vv
C. "
465
C14
465
"
O r` M _
Co
OD
- -
Ui
O Op r`
00
N
"
+
460
460
11
Z Z
I Ft Z
455
cn
_ _ _ N
_ _
cn
_
455
9
50 10+00 11+00
N
STORM SEWER PROFILE STRUCT. 5-6A
HORIZ. SCALE: 1"=30'
tis�`�'VERT. SCALE: 1"=10'
,yo
o A 30 0 30 60 90
JimHORIZ. SCALE: 1" = 30'
��a�a10 0 10 20 30
DVERT. SCALE: 1" = 10'
O
00
00
VC)
vv
vv
v
co
o
N
CO N
O
to F,
r` Pi
CA
r`
O
LIJ
O
r`
ao
r- r-
N
r` 00
r7
ao
rn
r,
z z
Z Z
z z
Z
N-
N---
N---
N---
N-
-
N-
50 10+00
11+00
12+00
13+00
14+00
15+00
16+00
EXISTING
STORM SEWER PROFILE
STRUCT.
EX1-HW
VERT. SCALE:
V=t0'
500
2
2q
500
510
505
500
495
490
485
480
475
470
465
460
455
9
E7
11
12
13
14
510
505
500
495
490
485
480
475
470
465
460
455
500 01A
_
495
0
490
485
480 -
475 '� EXIST.
. O
470 r` `�
00
465
z
460 N - --
10+00
STORM SEWER PROFILE
HORIZ. SCALE: 1"=30'
VERT. SCALE: 1"=10'
1B
-
0
a'Ly
N -
STRUCT.
500
495
490
485
480
475
470
465
460
1A 1B
515
510
505
500
495
490
485
480
475
470
465
460
9
OEX 7
8
9
10
515
510
505
500
495
490
485
480
475
470
465
460
-
-
-
rld-
-
-
CV
2
_
_
CM
rn
0
� w
II
a
~
~
¢
CD
00
0
0
0.
o
Wo
0
ifI—
-
``'
``'
``'
w
"'
495
-
495
x
J
J
J
,,
J
w
J
O
Z
N
CL
a
X
Qn
a
a
0
EXIST; GRADE-'--N
490
-
490
N
•
CDR
N
cliP.
~
--
PROPOSED GR
0
--
--
-
_
-----
-_
__�
o
o
485
_
485
J
-_-- _
-
' -
- - -
- -
_
-
480
--HG1_ LINE480
-
Lbuzo-1Z HIJIJ®
2.62q
12 31' _ "
• _
"
°
475
475
-
°
-
=
470
04
CIDLO
470
N
..
O
05-5
0 �
O
L
+
465
465
1
0
0
z z
v
..
v
v
0
r`.,..
o
C
co
�
co
A
460
V)
I cn_
1400
L6
00
9
9010+00 11+00
o
ao r`�
00
ao
N
Cl
00
+
+
+
STORM SEWER PROFILE STRUCT. 2A-2
HORIZ. SCALE: 1"=30'
VERT. SCALE: 1"=10'
N
o
~
~
11
Zz
z
z
z
z
z
O
a
��
cn___cn__
--
cn--
cn_
z_z_z_
zz
cn__
cn__
cn_
50 10+00
11+00
12+00
75 10+00
11+00
STORM SEWER PROFILE
HORIZ. SCALE: 1"=30'
VERT. SCALE: 1"=10'
STRUCT. EX7
14
STORM SEWER PROFILE
HORIZ. SCALE: 1"=30'
VERT. SCALE: 1"=10'
STRUCT. EX2-10
Inlet DnStm Drng Inlet Tc i Flow Invert Invert Line Line Line Capac Vel Pipe
O 5A 510 1 (1A� 2 3 EX4 510 ID ID Area Time Sys Rate Dn Up Length Slope Size Full Dn Travel
505 505
500
495
490
485
480
475
470
465
460
on dub
i
H F02 4i
�i
h11101111111111111
1111101
OMEN
II(((■
I■1��
��Irlrw�
• • •
IIIIIIIIIII■
�ii■'"�ii�
MEM
1 11
500
495
490
485
480R
475
470
505
500
495
490
485
480
475
470
CV
2
505
500
495
485
480
475
470
(ac)
(min)
(min)
(inlhr)
(cfs)
(ft)
(ft)
(ft)
(%)
(in)
(cfs)
(ftls)
(min)
2
l
w
00
-
-
"
7
8
9
1A
2
3
EX4
2A
6
6A
EX2
7
8
9
1
1A
2
3
2
5
6
0.00
0.16
0.34
0.38
0.00
0.49
0.05
0.35
0.00
0.35
0.24
0.0
5.0
5.0
5.0
0.0
5.0
5.0
5.0
5.0
5.0
5.0
6.9
6.7
6.3
5.0
7.3
7.2
5.2
5.0
5.0
6.4
5.0
6.12
6.18
6.28
6.70
6.02
6.05
6.64
6.70
0.00
6.25
6.70
2.31
2.34
1.94
1.09
23.36
23.38
19.73
19.50
1.31
2.80
1.34*
1 1
482.06
482.90
485.58
486.91
479.65
481.75
482.30
483.50
482.30
483.39
486.41
482.66
485.48
486.81
491.17
482.20
483.40
486.00
484.50
486.21
488.37
12.310
40.460
57.300
110.690
15.720
45.970
115.140
57.730
96.260
35.410
89.880
4.87
6.38
2.15
3.85
0.98
0.96
4.33
2.29
7.96
2.18
12
12
12
12
24
24
24
24
18
15
15
8.52
9.74
5.65
6.99
87.40
24.24
23.95
50.99
17.20
19.74
9.54
8.16
7.70
4.36
2.83
7.44
7.44
6.28
6.21
0.74
2.28
3.04
0.07
0.22
0.37
1.32
0.03
0.10
0.31
0.16
2.16
0.25
1.43
-
- U
-
0
17 o
0
ino
-
rn
o
(70i
4
^
U-)10
U)490
1E,
°0,
1
-
-
-
- - -
- - -
-
"
- - -
- -
--
-
--
-- -----
----
°
" RGP
.. a
to N
-
,�
m
=
Line
No.
Inlet
ID
Drng
Area
(ac)
Inlet
Time
(min)
i
Inlet
(in/hr)
Runoff
Coeff
(C)
Incr
Q
(cfs)
Q
Carry
(cfs)
Q
Capt
(cfs)
Q
Byp
(cfs)
Inlet
Eff
(%)
Curb
Len
(ft)
Junct
Type
Gutter
Slope
(ft/ft)
Gutter
Width
(ft)
Cross
SI, Sw
(ft/ft)
Cross
SI, Sx
(ft/ft)
Gutter
Depth
(ft)
Gutter
Spread
(ft)
1
7
0.00
0.0
0.00
0.00
0.00
....
....
....
MH
2
8
0.16
5.0
6.70
0.43
0.46
0.00
0.46
0.00
100
....
Dp-Grate
Sag
3.00
0.500
0.500
0.09
3.35
3
9
0.34
5.0
6.70
0.43
0.98
0.00
0.98
0.00
100
....
Dp-Grate
Sag
3.00
0.500
0.500
0.14
3.57
4
10
0.38
5.0
6.70
0.43
1.09
0.00
1.09
0.00
100
....
Dp-Grate
Sag
3.00
0.500
0.500
0.15
3.62
5
2
0.49
5.0
6.70
0.85
2.79
0.52
3.31
0.00
100
8.00
Curb
Sag
2.00
0.083
0.020
0.25
6.13
6
3
0.05
5.0
6.70
0.72
0.24
0.00
0.24
0.00
100
6.00
Curb
0.024
2.00
0.083
0.020
0.11
1.37
7
EX4
0.35
5.0
6.70
0.73
1.71
0.00
1.71
0.00
100
3.00
Curb
Sag
2.00
0.083
0.020
0.23
5.36
8
2A
0.00
5.0
0.00
0.00
1.31
0.00
1.31
0.00
100
....
Hdwall
....
....
9
6
0.35
5.0
6.70
0.73
1.71
0.00
1.71
0.00
100
8.00
Curb
Sag
2.00
0.083
0.020
0.16
1.93
10
6A
0.24
5.0
6.70
0.80
1.29
0.00
1.29
0.00
100
12.00
Curb
0.040
2.00
0.083
0.020
0.19
3.31
11
12
0.13
5.0
6.70
0.35
0.30
0.00
0.30
0.00
100
....
Dp-Grate
Sag
4.00
0.500
0.500
0.07
4.26
12
13
0.12
5.0
6.70
0.38
0.31
0.00
0.31
0.00
100
....
Dp-Grate
Sag
4.00
0.500
0.500
0.07
4.26
13
14
0.15
5.0
6.70
0.38
0.38
0.00
0.38
0.00
100
....
Dp-Grate
Sag
2.00
0.500
0.500
0.06
2.25
14
5A
0.54
5.0
6.70
0.75
2.71
0.00
2.19
0.52
81
8.00
Curb
0.011
2.00
0.083
0.020
0.23
5.25
11 E7 0.00 0.0 8.6 5.70 5 480.70 481.10 41.690 0.96 12 3.78 1.08 0.57
465 0 0 0 0 0 0 0 * STORM INLET CALCULATIONS * See sheet 11 for yard
12 11 0.13 5.0 8.3 5.76 o.s3 481.20 481.60 17.770 2.25 12 5.79 1.09 0.24
--�- .. �-�- �- drain performance chart.
00
460 465 O o N r7 M m coo 465 0.50*
o
13 12 0.12 5.0 7.1 6.07 481.70 482.60 63.650 1.41 12 4.59 0.79 1.23
o r` rr ao co Oo 0o r` 0o M
STORM SEWER PROFILE STRUCT. 5A-5
460
11
460
14
5A
1A
13
5
113
0.15
0.54
0.00
5.0
5.0
0.0
5.0
5.0
7.4
6.70
6.70
6.00
0.38
2.71
5.83
482.70
483.56
480.75
484.30
482.85
480.50
61.120
5.28
39.890
2.62
14.32
0.63
12
15
12
6.24
18.89
0.80
4.13
3.90
2.10
0.08
0.05
z zRRZ
25 Z Z
?
3.06
455
cn
_ _
_ _ _
cn
_ _ _
N
_ _
V)
_
455
9
50 10+00 11 +00 12+00
15
16
16
AL
Routed
Routed
- -
- -
STORM
-
-
DRAIN
17.90 473.67 474.55
17.90 473.25 473.57
CALCULATIONS
35.150 2.50 18 17.99 10.28
13.410 2.41 30 68.98 14.15
`SPLITTER 'FLOW WILL
STRUCTURE BE HIGHER THAN CAPACITY
0.20
0.10
Yard drains 14,
storm event to
failure of inlets
13 and DI-7 12 have been routed using a 100-yr
show overland flow relief. Flows to inlet 2A assume
12, 13 & 14.
,
STORM SEWER PROFILE STRUCT. 1-EX4
HORIZ. SCALE: 1"=30'
VERT. SCALE: 1 =1O
HORIZ. SCALE: 1"=30'
VERT. SCALE: I -1 O
Ua
0
� 0
W
�m
N 0
2
Q�
z0
U
g ��
o
O
C O�
LL
z
V1
4 r,cW
w
J J
Z az
CC\
Cf) Q
Ww
OCO
r ,
U .
Oo
W
Q 'K
Q n
co
pQt
Urn
N
C0
T F•�
t O
0
CcQ
QLL
cc cc
IxW
co
Q
LJ Ln
o
U
W
z�
0�
U
CO
LU
W
Z
z
3E
O
W
a
W
REVISIONS
COUNTY
COMMENTS
2/15/19
COUNTY
COMMENTS
3/27/19
COUNTY
COMMENTS
8/23/19
DATE
NOV 30, 2018
SCALE
AS SHOWN
O
W
�_4
Q
U
z
�_4
LL
V) >
Z
z
p
J
z
O S
w
�3:
J
O
Q
a
Wm w
w
Q
W
O
E-
0�
FILE NUMBER
13.0124
SHEET
9 of 14
_j
r
VA DCR STORMWATER DESIGN SPECIFICATION NO. 9 BIORETENTION
down the slope_ Dsigners may also want to terrace a series of bioretention cells to -manage runoff
across or drawn a slope. The drop in slcapu bc(%vccn ccIIsl 4shc old be Iirniled to I foot and sbouId be
armored with river stone or a suitable equivalent.
7.4 Cold Climate and Winter Pierformance
Bioretenflon areas can be Used for snew storage as long as an overflow is provided and they are
platted with salt -tolerant. non -woody plant spm ies_ iOTE, Dffigners may want io evaluate
Chesapeake Bay wetland plant species that tolerate slightly brackish water, or consult [lie
Minns-rta SmTnwatcr I anua1 for a list cf sallHolcrant grass species (MSSC, 2005.) Trcc and
shrub locations s houId not conflict with pIowing and piling of mow into storage Areas.
Whiie several stud itr}s have shown rhai bioretentiori facilities; operate effectively ill vania
fi and r cst V rgirua winters, it is a good idea to c-ciend [lie filter bed and underdrain pipc below the
frot 11ne and/or ovcrs17c the undcrdratn by one pipe size to reduce the fre-ezing Potential.
7.5 Linear Highway Sites
Bioreten#ion is a preferred practice ror constrained highway right of ways when designed as. a
scrics oI`individmtl on-line or oft=line cells. In thesc situations, the final design eIosely resemblcq
that of dry swales. Salt tolerant spec its should be selected ifsalt compounds wiI I be used io de-ice
the: contributing loadway in the winter.
SECTIO-N -8: CONSTRUCnON
8.1. CanStruction Sequemcc
rCansr'ruedia r Stage EAS Conlrols. Micro-bioraention anti sm;ali-scale bi-DretL:ntion areas should
be fully protected by silt fence or construction fencing, particularly if they will rely on iinlfiltration
(i.c., have no undcrdrains)_ Ideally, bioretention should retarmin outside the limit of distur nee
during cons miction to prevent soil cornpaction by heavy equipment. Hioretention basin locations
may be u d as small wdirncnt traps or ha,sins during construction. However, these roust he
accompanied by motes and graphic details on the ESt`: plan specifying that { I) the maximum
excavation dgth at the cons"etion stage nu st be at least I foot above the post-constnlction
maxirlium excavatiun, (2) tllc lacilily must contain an undurdrain, and (3) the plan must also show
the proper procedures for converting the temporary sediment control practice to a pennanernt
biorctcntiun facility, inc Iuding dc4wawfing, c:leanout aiid stabiI ization.
8.2 I311atet-ention installation
Time following is a typical construction scquenx e. to properly install a h*nr tcndon basin. Thv
installation of a bioretention basin wiIl include intennecliatte inspections at critical stager' of
construction with inspector sign -off that the particular eleinents of the bicretention are construe ied
according (lic approved plans and speci f icat ions. As an altc;rnative, if allowed by the VSMP
Authority}. the contractor iiiay reiv on the engineer of r�ecnrd or ether qualified individual to condnt
VA DCR STORMWATER DESIGN SPECIFICATION NO. 9
SIORETI NMON
the intermediate insre.rLtions and certifications of compliance_ The construction sequence for
micru,-bioreten(ion is more simplifled. Those steps 'Imlay be modif(ed to rcllcci different
bioretention applications or expected site conditions:
Sfep 1. Cams truction of the bioretention area may only begin after the entire contributing drainage
area bas bec`n stabilized with vegetation. it may be necessary to block, ocrGain curb or other inlets
while the hioretent i on'area is being constructed. The proposed site should be checked for existing
utilities prig to any excavation.
Seep 2. The designer and the installer should have a preconstructioji sleeting, checking the
boundaries oFthc contribming dra inngc area and the actual inlet elevations L (o ensurc ihcy con form
to original design. Sind other core t-actors may be responsible for constructing portions of the site.
it is quite common io Find subtle differences in site grading, drainage and paving elevation; that
can produce liydraulic;aIly important differcns For the prtmposcd biorcicntion area. the designer
should cleaTIy communicate, in Nxr'Ixing, any preject uhangck delemnnM during the preccrostruction
meeting to th-c installer and the }plan revitm?inspecti-on authority.
.step 3. Teiztporary F& S controls are needed during construction ofIhe bioreteritictn area tea divert
stormwatcr away fix)m thor bioretention area until it is coinpleted- Special protection inca.surcs ,each
as croN ion convol fabri-cs may be nccdcd tea prtAuo vulTicutble ride sIopvs from erosion du fing the
construction process.
Step 4. Any pre treatment cells should be excavated first and then sealed to trap sediments.
Mep 5. Excavators or backhoes should work from the sides to excavate the bioretention area 10 its
-
appropriate design depth and dimensions. Excavating equipment should have scoops. with
adequate reach so they do not have to sit inside the foo(*n( of the bioretentirni areas. Con(r-actors
should use a cell construction appmach in larger bioretention baMns. whereby the basin is split
into 500 to 1.00014. 0. 1Cmporury ccIIs with a 10-15 lboI car lh bridge in belwc:en, so IN collIs can
be excavated from the side.
Step 6. 1( may be necess-any to rip the bottom soils to {i depth o1' 6 to 12 inches to proniote greater
i�tiiiltraticarr_
Step 7. Place gootextile fabric on the sides of the biore-ten.tion area with a 6-inch overlap on the
sides. If a stone storage layer 111 be uscd. plaice (hc appropriate dcplh of 957 stcme on the boo( m.
install the perforated underdrain pipe, pack #57 stone to 3 inches above the underdrain }ripe, and
add approxiniaiell y 3 inches of chokc;r stono pza gra Yd as a 1-1hur beiween the underdrain and (lie
soil media layer. if no stoke storage layer is mied_ start with 6 inches ❑f 457 stone on the bottom,
and proceed with ilia layering as described above.
,Vep S. 0bMin soil the mdla from a qualified vendor, and store it on an adjacent inipervieus area
ter plastic sheeting, AilervtrHfying that the media► meets the specifications, apply fhe media in 12-
iitch 11M until the desired top elevation of the bioretention area is achieved. Fait a few days to
chock for sc iftc�mcnt, and add add itionatl media. as needed, to atchizve the design clev;Mion.
VA DCR STORMWATER DESIGN SPECIFICATION NO. 9 BIORETtENTiON
Dep 9, Prepare planting holes for any try and shrubs, install the vegetation, and water
accordingly, 1wall any lernporarry irrigation.
Step 10. Plac:r~ the surface cover in both calls (mu Ich, river. stoma or Mrfl, depending on the design.
If coir or jute matting v411 be used in lieu of rnatich. the matting will need to bo installed prior to
planting (Step 19), and bolas or slit will have to be cut in the matting to install the plants,
Step ,I L Install the pi ant tmmaterials as shown rim the I andzicap1-ng plan, and water them during weeks
of no rain for the tint Iwo rnoll111S.
8.3 Construction inspection
Inspections during and immediately after construction are needed to ensure that all the elements
of bioretern(ion Basins are bunt in accordame With thesc spcciflcations. Use a detalIed inspection
checklist that requires sigii-offs by quattified individuals at critical stages ofcons(ntction and to
ensure that the corth~aclor's 1nterpretatian ofihe plain is cons isteni %vIth the designer's 'Intent. The
following identifies the c:ritieal stages of conslrue(i,on where an in(ermediate irt_speciion and sib
off by a qualified individual is recoimended sgnec the items can't be verified after construction
is comp lulcd. A curimruclic 1i 1nspcc1ion cheekiisl that inc Iwkt s certifications of in,,;pcc1ion at
critical stages is provided at the end of this specification.
The fol tcry6ing represents items that are frequently overlooked during construction inspection but
repivsent irrmpotuoil cicrxments for ensuring the success of the biormnt-1on facility during the
initial break-in period.
* Verify the proper coverage and depth of m0ch. vegetation, or soil matting ha~s been achieved
fallowing consllucfi6n, both on the li Irer bed and the side -slopes.
* inspect the pre-ti-eairm-,vt farbays and biter strips to vrrrify that t1iey a.r� properly installed,
stabilised, and work i11g effectively befote opening the faciiiiv to rouoff.
• 'heck that outfa.lI proteenoWenergy diss i pation measures at concentrated inflow and outtlow
point's are stable.
Upon tinail acceptance of the facility. log the prametice's GP coordinates and submit. them for entry
into the VS P Authority's 13IMP maintennance tracking database.
SECTION 9: MAINTENANCE
9.1. Manrtenasnec Agreements
The Virginia StormwaterManagemeirtregulatiuns (4 VAC. 30-60) specify the circumstances under
which Sri maintenance agreement must be executed Wween she uwncr at d the VSMP authority,
and sets forth inspection requirements, compliance procedures it' rnai ntenauce is neglected,
notrficatinri cif the Iocul program upon tram fer of t Ticr�hIp, and right -of try for local program
pmonnel.
VA DCR STORMWATER OESIGN SPECIFICATION NO. 9
BIQI TENTION
• All bloreterrtiort practices must ineludir a long term im$intcmance a4reervents consistent witlm
the provisions ofIhu VSMP regulations. and mus}t include the recommended maintenance (.asks
and a copy of an annual inspection checklist_
9 When micrc�-sealc; bioretention practices [ire atpplicd oft private residcnlial Irat,s, honi-commcrs
shoWd be educated regarding their rautine maintenance nee& by being provided a simple
document that expiains their pit rpose and routine maintenance meads, .
• A deed tressniction, drainage easement or other mechanism enforceable by the VSMP authority
must be in pla-:e to help pure that rain gardens and biomtcntion filters are maintained xW
not converted or disturbed, as wel.I as to pass the knowledge along to any subsequent ow-mrs.
* The mrcchani.sm should, if ppsssiblc, grant authonity for the VSMP arathonity to aceem the
property for inspection or corrective action
9.2. First Year Mainten&nee operations
Successful establishment of bioretention areas requires that the following tasks be undertaken in
the first year following installation-
9 Initial rzrspectiotfr. For the first 6 me iiths foliowing construction. the site should be inspected
at least va ice after storm events that exceed 112 inch of rainfall.
9 Spot Reseeding. inspectors should look for bare cat c,•roding areas in the eontribuLing drainage
area or around the >b ioreternion area, and make sure they are immediately stabilized with grass
Cover.
* Ferdlizati(M One-time_ spot fertilization rnaY be needed for initial plantings.
* Waterirrg. W snaring is nuedud once a week during flit` tint 2 months. anal iben ass needed during
first growing seas(mi (AFrd-Octobvr), depending on rainfall.
* Rent~ and replerc a deadplaats. Since up to 10'fa of the plant mck may die off in the first
year.. construction contracts should include a care and rcp1acerncnt -warranty to ensure that
vegetation is pre pcdy established and survives during The first growixtig season following
construction. The typical thresholds belovw which replacement is required are 85% survival of
plaint material and i W/o survival -of trees.
9.3. Maintenance Inspe-e ions
It is highly recommended that a spring ma3intenanc:e inspection and cleanup be conducted at each
blore l naun urrca. The roilo img is a list of 6omc of the key rrmaint ncc problems to locals for;
9 Check to see if75a& to 90P,-a cover (mulch plus vegetative cover) has been achieved in the bed,
and =as= the depth of the remaining mulch.
It Whack for sediment Buildup at ciub cuts, gravel diaphragms or pavement edges that prcvcnis
flow from getting into the: bad, and check for other signs of bypassing.
41 Check for any %inter- or salt -killed vegetation, and replace it with hardier species.
* Note pmc:senee of accumulated sand, sod imen i and trasih in this pm-trea mont cell or filter be&
and removc it.
4 Inspect bioretention side slopes and grass filter strips for evidcrice of any rill or gully erosion,
and repair it.
* Check the: bioraentiun bed for ekfiduncc of mulch flotatiorm, excessive ponding, &jd plants or
concentrated flows, and take appropriate remedial action.
VA DCR STORMWATER DESIGN SPECIFICATIi N NO, 9
BIORETENTiON
4 Cheek inflow pointy for clo gin& and remove any sedirnelmt,
9 Look for any bare sail or sediment sources in the cantributing drainage Brea, and stabilize them
immediately.
9 Check for cJngged or saint -draining soil media, a crust formed tin the top layer, inappmpiiate
soil media, or other causes of insufficient filtering tune, and restore proper filtration
chara ctci istic"S.
ExampIG rnaintetnance inspecI-ton check -lists for Bilm(ention areas van be acc-essed in Appcnd_1X C
of Chapter 9 of the Virginia Starmwaler,Manageoneirt Handbook (2010).
9.4. Routine and Non -Routine Maintenance Taslcs
Maintenance of biore(enliari areas should be integrated into routine hindscape mnisltenanc:e Usks.
If landscaping, contractors gill be crxi ected to perferrn maintenance, their contracts should contain
spocffictr un 4rni4Lic boorutentiou landscaping needs, such as malilitaining clevattion dlMm-nces
needed for ponding., proper mulching, sediment and trash removal. and limited use of fertilizers
and pesticide. A cwtotnized maintenance schedule must be prepared for each bioretention
facility, since the rnagntenance tasks witl differ depending on the scale of bimetention, the
landscaping It i mplate chosen. and thin type of srirface cover, A generalized summary of com1non
maintenance tasks and their frequency is provided in Table 9X
The most colnmon non-routinc maintenance probiem involvc,; standing water. if wafer remains on
the sut.-Face for more than 4S hours after a storm, adjustments to the grading may tH-- needed or
tinderrdrain rcrpairs mzLy bc needcd. The surface of the filter bail should also be chccked for
accurnidated sediment or a f me crust that builds up. after the first several storm events. There are
s-c�vcral ttmelhoda that can be, used to rehabilitate the ftltex (try the easiest 111rip first. as listed
below):
• Open the undudr-ain ob rval:ion well err cle. rnout and pour in water to vmfy that the
underdra3ins are functioning and not clogged or otherwise in need ofrepair. The purpose of this
check is to see if there is standing water a I i the way down ibrough the ;soiI. Ifthm is standing
vwaltev on top. but rioi its the underdrain, then there isr a clogged soil layL-r. If the underdrain alnd
stand pipe indicates standing water, then the Luiderdrain must be clogged and wilI need to be
snaked.
• R=ovt, accumulated . cdirnent and till 2 to 3 inches of sand into the upper 8 to 12 inches of
scai 1.
a Install sand tricks from 3 inches bt!inw the surface to [lie undr~rdrails ]aver. Sand wick can be
installer) by excavating or augering (LISing a, tree auger cat` similar tool} down Ian the gravel
storage zone to create vertical columns which -are then filled with a cican opt~n-graded coarse
s"nd niateri-al (coarse sand rnx sinmilar to kyle gradation used for the s}coil media). A sufficient
number of wick drains of suffic fern dimension should be i nstal ied to meet the design
dewateritmg tirrrtr for the facility,
9 Last restart - remove and replace some oral] of the soil media.
COUNTY OF ALBEMARLE
_1
Department Of Cc>mmunity Development
.i� Lila
Construction Record Drawings (As -built) for VSMP
The following is a list of information required on construction record drawings for
stormwater facilities reference Water Protection Ordinance 17-422 . It is preferable that the
construction record drawing be prepared by someone other than the designer. Please do not
provide design drawings as construction record drawings.
A. A signed and dated professional seal of the preparing engineer or surveyor.
W The name and address of the firm and individual preparing the drawings on the title sheet_
l i h i v'
C. The constructed location of all items associated with each facility, and the inspection records to verify
proper dimensions, materials and installation. The items include, but are not limited to the following:
1. Inspection Records and photographs for pipe trenches and bedding, including underdrains.
2. Video Pipe Inspection for any pipes which are not accessible or viewable.
d Location i - f li 3. U atedwith eo coordinates o all facilities.
A>;
4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities.
5. Current physical and topographic survey for all earthen stmctures_ Ponds should include a survey
of the pond bottom. Surveys should verify pond volumes are per design. Corrections may he required
for alterations from the design_
b. Plants, location and type.
7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the
installed type of drainage structures, colvertfpipe size, weirs, m atet-als, inlets or end treatment(s),
inlet and outlet protection, alignment and invert elevations compared to design.
8. Computations: For significant deviations from design, provide sealed computations verifying that
the as -built condition is equivalent or better than design.
9_ Ditch lines - Display the constructed location of all ditch lines and channels, including typical
sections and linings.
10. Easements - Show all platted easements with dead hook references labeled. Facilitles and drainage
must he within platted easements. Provide copies of recorded documents.
11. [guardrail, Tences or other safety provisions - Display the constructed location of all safety
provisions: fences, guardrail, including the type, length and applied end treatments, compared to
design.
12. Material layers - biotilter media, stone layers, sand layers, keyways and cores must be verified as to
material types and depths. Include inspection reports, boring or test pit reports and materials
certifications. Bintilter media must be an approved state mix.
13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable.
14. Compaction reports are required to verify till compaction its dams.
15, Manufacturers certifications for proprietary BMP's certifying proper installation and functioning.
VA DCR STORMWATER DESIGN SPECIFICATION NO.!9
BIORETENTiON
Ta b1on 9-K RnertxpstAr! Annual MainfonAnnue Ar`livitios fe`r Rion WIffart
Maintenance Tasks
Fre uenc
4,
Movan ,jf Qrass filter slri s and bicretelitiorl lt.:rf Cosner
At least 4 times a year
+
Sat weed�rt em-EJon re ria it tras h re movall. ac d mulch Fdkin
I'mc-a during ro%j n q s ea son
i
tide reinforcr ement planthng to waiMain densked the vegetation
den-s t
+
Renege invasive plants using recommended daritrol methods
A� tti�eded
Stabilize lhn ciontributing drainage area to prevent erosion
Spring in s pQctlarn and rlleanu P
•
Supplement mulch to maan(airt a 3 Irtcb layer
Anrivally
*
Prune trees and shrubs
•
Ramave sediment an -P re -treatment Deis and inflow points
Or*ce every 2 to 3 years
Re Mate the mulch In ar
EYeFV 3 -Oaf$
�$SyTR Op p
r
Jimmy L Taggart
uc. No.
N
22841 4
�o.+► 9/25/19 1
*' SZONAL b
A
Ua
0
y O
U
CV C)
2
g::)
20
U
ZO m
0 @)
O
�:
� O
Z
C
V 1n
Q
O ac W
J
J J
Cc
w w
Oto
(a Q
Oo
J
W
Q Q?
Q LO
20rc
U rn
CV
V
�O
LLICO
Q It
L ?
Ir Q
w
j rt cco
y aW
wLo
Qy
(nw
U
Z o
U
O�
W
a'
CY)
w
Z
�
z
O
0
a
W
REVISIONS
COUNTY
COMMENTS
2/15/19
COUNTY
COMMENTS
3/27/19
COUNTY
COMMENTS
8/23/19
DATE
NOV. 30, 2018
SCALE
AS SHOWN
w
wIr
W
Q
E-
Z
Z
LL
tr
>
z
zo
�
Z
z
J
O ::)
o_
O
E-
C(n
Cl
E-
w w
�i-'
>
m m
J
Q
-
E-
C)
t�
FILE NUMBER
13.0124
SHEET
10 OF 14
I
Virginia Stormwater Management handbook, Chapter 9 July 2013
9-C.10.0, BIORETENTION PRACTICES. O&M CHECKLIST
Inspection Date
Project Site PianfPermit Number
Location Date BMP Placed in Service
Date of Last Inspection Inspector.
OwnerlOwner's Representative
As -Built Plans available: Y 1 N
Facility Type: Level 1
FaCllity Location:
,3 Surface
G Underground
Filtration Media:
❑
No filtration (e.g., dry well,
permeable pavement,
infiltration facility, etc.
❑
Sand
❑
Bioretention Sail
❑
Peat
17
Other:
Level 2
Hydraulic Configuration:
❑ On-line facility
❑ Off-line facility
Type of Pre -Treatment Facility:
❑ Sediment forebay (above ground}
❑ Sedimentation chamber
❑ Plunge pool
❑ Stone diaphragm
❑ Grass fitter strip
❑ Grass channel
❑ Other:
ideally,Bioretention facilities should be inspected and cleaned u annual[ eferabi durin the Spring. . DuO the frsi
P P Y. A Y 9 A 9 rt9
6 months fallowing construction of a bioretention facility, the site should be inspected al leasf twice after storm avenL
that exceed ill -inch of rainfall. Waterin is needs once a week durirt the first 2 months "lowing installation, n g d g g ro,ac
then as needed during the first growing season (April -October). depending upon rainfall. If vegetation needs to be
replaced. one-tirne spot fertilization may be needed preferably using an organic rather than a chemical fertilizer. Eact
p � p Y �P Y 9 g
facility should have a custofnized routine maintenance schedule addressing issues such as the following: grass
mowing, weeding, trash removal, _mulch raking and mainfopance, erosion repair, reinforcement plantings, tree arc
shrub pruing, and sediment removal,
z
z
Element of
�•
w
r'•
Who Will
BMP
Potential Problem
E
#
How to fix problem
Address
an,mer.€s
m
Problem
4
'
7
a
a
=�
Adequate vegetation
Supplement as necessary
Owner or
rof 3ssional
There is excessive
Rernove immediately
Owner or
trash and debris
professional
There is evidence of
Owner or
erosion and I or bare
Stabilize immediately
professional
Contributing
or exposed soil
There are excessive
Remove immediately and recycle
Owner or
Drainage Area
landscape waste ar
of compost
professional
rd clt in s
Oil, grease or other
Identify and control the source of
unauthorized
substances ara
this pollution. It may be necessary
Owner or
professional
entenn the fac11iLy
to erect fences, signs, etc
Pre -Treatment
There is adequate
Establish adequate access
professional
access to the re-
and, perhaps..
Virginia 5tormw'ater Management Handbook, Chapter 9
Virginia Sturmw'ater Management Handbuok, Chapter 9
July 20I.,
z
z
Element of
r
C'ti
Who Will
BMP
Potential Problem
E
m
How to fix problem
Address
Comments
m
Problem
°
N
a
;
=
ar
�
Replace Contaminated mulch_ It
There is evidence of
problem persists, test sails for
hydrocarbons or other
hydrocarbons and other toxic
deleterious materials_
substances. If excess levels are
resulting in
foutld, th6 soils, plahts and mulch
Profgsttbnai
unsatisfactory plan
may all need to be replaced in
growth or mortality.
accordance with the approved
construction plans.
Invasive species or
Remove invasive species and
weeds make up at
excessive weeds immediately and
Owner or
o
least 10 /o of the
replace vegetation as needed-
professianal
Vegetation
facility's vegetation
(monthly)
Mow within a week. Grass
(continued)
species should be selected that
have dense cover, are relatively
owner or
The grass is too high
slow growing, and require the
professional
least mowing and chemical
inputs. Glass should he from 6-10
inches Koh.
Vegetation is
Remove and replace. Increase
diseased, dying or
watering, but avoid using
Professional
dead
chemical fertilizers, unless
absolutely necessary.
Winter -killed or salt-
Owner or
killed vegetation is
Replace with hardier species.
professional
resent.
Raise the level, loosen and
amend or replace the media, as
needed, to be consistent with the
The filter media Is too
state design criteria for
law, too compacted,
Bioretention (85-58% sand 8-12%
or the composition is
soil fines 3-5% organic matter in
Professional
Inconsistent with
form of leaf compost). Othef
design specdications
remediation options are described
in the maintenance section of the
state design criteria for
Bioretention
1-he mulch is older
than 3 years or is
The mulch must be replaced
Prollessionai
otherwise in poor
every 2-3 years
condition
Filter Media
There is evidence that
Remove undesirable chemicals
(Arnua+fy)
chemicals, fertilizers,
from media and Facility
andlor olllgrease are
immediately, and replace mulch
Professional
present
or media as needed
Remove trash and debris
immediately_ Check plant health
There is excessive
and, without damaging plarns'
Owner or
trash, debris, or
manually remove the sediment,
professional
sediment
especially it the depth exceeds
20% of the facility's design depth -
There is evidence of
Identify the source of erosion
concentrated flows.
damage and prevent it from
recumrg. Repair the erosion
Professional
erosion or exposes
damage and reseed or otherwise
soil
restaN1ae wth vegetation
July 2013 Virginia Sturmw'ater Management Handbook, Chapter 9
z
zz
Element of
t~•
w
fi
Who Will
BMP
Potential Problem
m
How to fix problem
Ad di es
Comments
;,
-�
l'rolalc�in
a
y
G
treatment facility
the locality
Excessive [rash,
Remove immediately
Owner or
debris, or sediment.
professional
There is evidence of
clogging (standing
Identify and eEiminate the source
water, noticeable
of the problem, if necessary,
odors, water stains_
remove and clean or replays the
Professional
algae or floating
clogged material.
Pro -Treatment
aquatic vegetation, or
(continued)
oiE! cease
There is evidence of
Owner or
erosion and I or
Stabilize immediately
professional
exposed salt
There is dead
and revegetaty 8s
Owner or
yegetstion or exposed
necessary
necessary
professional
soil in the grass filter
Check for sediment
build-up at curb cuts.
gravel diaphragms or
Remove sediment and correct
pavement edges that
any other problems [hat block
Owner or
prevent flow from
inflow.
professional
getting into the bed,
and check for
bypassing -
There is excessive
Owner or
lntets
trash, debris, ur
Remove immediately
professional
sediment_
There is evidence of
Repair erosion damage and
Owner or
erosion al of around
reseed or otherwise restabllize
professional
the inlet
with vegetation
Remove woody vegetation from
Inflow is hindered by
points of inflow and directly above
Owner or
trees oodles shrubs.
underdrains. (Trees and shrubs
professional
may be located closer to the
e hmeter. )
Identify the source of erasion
There is evidence of
damage and prevent it from
Owner Or
rill or gully erosion or
recurring. Repair erosion damage
professional
bare soil
and reseed or otherwise
Side Slopes
restabiI ze with vegetation
There is excess
Owner or
(Annuaify. aRer
rrrajorstorms)
sediment
Remove immediately
rofessional
professional
Arirrnal burrows must be
Side slopes support
backfilled and compacted.
Professional
nuisance animals-
Burrowing onimals should be
huMMOY removed tram the area.
Plant composition is
betefm1ne if existing plant
consistent with the
materials are at least Consistent
approved plans and
with general Bioretention design
Professional
any stakes orwfres
criteria and replace inconsistent
Vegetation
are in good condition_
Species -
There should be 75-
(monthly)
90 le cover (mulch
plus vegetatlon), and
Supplement wegetEiUon and mulch
the mulch cover
as needed.
should be 2-3 inches
des .
July 2Gt3
z
z
Element of
N
ti
Who WiII
BMP
Potential Problem
E
R
m
How to fix problem
Add;-ess
Comments
m
`m
Pigt)iCin
a
=
tcc
The filter bed is
clogged andiorfllied
Redistribute the soil substrate and
Prafessianal
na ro natel
remove sediment within 2 weeks -
Ensure a 3-inch surface depth of
Filter Media
The topsoil is in poor
topsoil consistent with the state
(Artnvahy)
condition (e-g-, the pH
design criteria for Biarelention
(continued)
level is not the
(loamy sand or sandy loam
Professional
composition Is s
texture, with less than 5°% clay
nappropriate. etc-}
content, and organic matter
content of at least 2%I . If the pH
s less than 6.5. spread limestone.
Determine if the pipe is slogged
The perforated pipe is
with debris ar 9 woody roots have
not conveying water
pierced the pipe. Immediately
Professional
as designed
dean out or replace the pipe, as
necessary.
Measure the draw -down rate of
the observation well far three
days Wowing a storm event in
excess of 112 inches in depth.
After three days, if there is
The underlying soil
standing water on top but not in
interface is clogged
the underdfain, this indicates a
erdraint
(there is eviden
rice on
clogged soil layer. If standing
Pro
r
the surface of sail
water is both on the surface and
Drainage
crusting, standing
in the underdra1n, then the
water, the facility does
underdrain is probably clogged.
sat r between
This should be promptly
Professional
rns. or
stomts.
investigated and remediated to
n the swater
ponds on the surface
restate proper fillration. Grading
4f basin for more than
changes may be needed or
hours after an
underdrain repairs made. The
ev
event)_
filler media may need to be raked.
excavated and cleaned or
replaced to correct the problem.
Holes that are not consistent with
the design and allow water to #tow
directly through a planter to the
round must be plugged.
The planter is unable
to receive or detain
stonnwater prior to
Identify and corre-t sources of
Infiltration. Watef
clogging. Topsoil and sandipeat
Owner or
does not drain #rem
layer may need to be amended
professional
the reservoir within 3-
with sand or replaced all together.
4 hours of after a
Planters
storm event.
The planter has
structural deficiencies,
including rot. cracks,
and failure, or the
Make needed repairs
Owner or
planter is unable to
Immedlately.
professional
contain the filter
media or vegetation
outlets are ohstNrted
outletl
or erosion and sell
Remove obstructions and
Owner or
Overflow
exposure is evident
stabilize eroded or exposed
Professional
Spillway
below the outlet_
areas-
?zz
Element of
s•
o-
Who Will
BMP
Potential Problem
m
m
How to fix problem
Address
Comments
.M
.a
Prablern
�
CL
m
a
y
C
Outlet!
There is excessive
Remove immediately, and keep
owneir or
Overflow
trash, debris, or
the contributing area free of trash
professional
Spillway
sediment at the outlet
and debris.
Any grates present
Repair or replace as necessary
Owner of
(continued)
are ir1 900d CDndltlan
professional
observation
Is the observation WeII
Repair, as necessary.
Professional
Well
still ca ed T
Establish adequate access,
Access to the
Remove woody vegetation and
Professional
Infiltratlon facility cr Its
debris that may block access.
and, perhaps,
components is
Ensure that hardware can he
the locality
adequate
opened and operated.
There i5 avic of
Fill in low spots and stabilize;
nor or
standing water
correct flow problems causing
professional
pf
ondin
Eliminate stangant pools and
establish vegetation; treat for
Overall
mosquitoes as needed. If sprays
Mosqui[p proli -'NAVIi
are considered, then a mosgLido
Owner or
larvicide, such as Baclllus
professional
thurendensis or Altoside
formulations can be applied anty if
absokitely nacessaiy.
Complaints from local
Correct real problems
Owner or
residents
rofessiaml
Encroachment on the
hiorstention area or
Inform involved property owners
Owner or
easement ray
of BMPs status ; clearly mark the
professional
buildings or other
boundaries of the receiving
(and perhaps
structures
pervious area, as needed
the lacallty)
Applied Technology and Engineering, P.C.
P.O. Sox 62.17
Charlottesville, Virginia 22906
(8()4) 977-1498
Stcve Cresswcll, P. E.
Albemarie County Department of Engineering
401 McIntire Road
Charlottesville, Virginia 22901 March 15, 1989
Rc: Forest Lakes D.ail,5 % C & D
Dear Stowe:
We have received the Ictter from Dan Roosevelt (by Jeff Echols) to you dated March 3,
1989 regarding the outflow calculations for the subject dams. I have talked with Jeff
Echols and Mike Vitt in order to better understand their concerns. Mike Vial said that he
feels comfortable that the roads are not in danger of flooding or being washed nut, but
would like some record of our conversations and calculations rcgardmg the hydraulics of
the outflow structures. We also observed that the impoundment structures are not the road
impoundment structures and that we have provided emergency spillways that lead to
sepanitc storm sewers under the road impoundments that have the same flow capacity as
the primary spillways for the dams, which were desigrncd to handle a 100 year flow.
As you know, we made the same observations that VDOT did regarding the simplifying
assulmptioris and limitations of the flood routing model before we subtaiitted the flood
routing calculations to you. As discussed at that time, we believe that the computer toodcl
results are completely within the tolerances and accuracies of the process of pre -dicing
hydrological conditions. There are no exact rriethads to predict rainfall or runoff. The
initial assumptions in the Rational method of computing; rainfall runoff are critical to [lie
reasonablcncss of the predictions derived from that base. For instance, we computed a
weighted runoff coefficient of 0.3631 but rounded it off to 0.4. This dalle can affect the
peak rate of runoff by 10%. The tinic of concentration can also affect the peak rate. So,
iAie need to keep this in mind when we preform more accurale engineering calculation on
the data. I do not have; to remind you or VDOT people of this lout it needs Eu be pointed out
to the uninitiated,
Iri order to test our belief that the R0U7' calculations are within reason, we have reviewed
the hydraulic profile, the peaking time for the various flood stages, and have doge
hydraulic calculations for the individual pond -to -pond piping for the four pond system.
ROUT, the flood routing model„ analyzes each component of the outflow structure
individually acid uses the controlling component to calculate pond outflow. In the case of
the horizontal pipe, ROUT uses the equation from which the nomog.,rraphs for Outlet
control, found in the VDOT Drainage Manual, were derived.
In the four pone] system, pond A is the only one that as indicated to operate with the
horizonlatl pipe in outlet con[rol, Therefore, the first check we madc was on darn A outflow
pipe in suhmergM nutlet control according; to Chart 9, VDO'I' Drainage Manual. In order to
do this the assumption was made, as in ROUT, that the 48" riser has no affect nn the
horizontal pipe. A copy of Chart 9 with the lines marked on it is attached. This Chart is
lirnited to 20' of head, but indicates that abom 95 cfs can be passed through a 30" concrete
pipe with a 20' head. This conflirnlS the ROUT calculation,
As another check, we analyzed the riser and pipe as a hydraulic pipe system with the
elevation difference between the water levels in the two pond as the driving force, Here we
assumed that the two ponds reach maximum flood level a r the sam--c. time, .as a worst case
situation, when they actually occur about 21D minutes apart. We modeled the 48" riser inlet
two ways, one as a 30" orifice and Second as as a 48" oxilice. The 30" orifice model watt
done because the riser has art anti -vortex, precast concrete top with a DI-7 inlet grate, and
lhesc two cases should givo, a range froth worst to best situation. These two eases were
min on a spread sheet progrrarn developed for this type of pipe flow analysis wi21 1rang;e of
flows to compute the corresponding head. The two crises were gaphed and actual heads
were plotted on the curves. The calculation sheets and graph are attached.
Case 2 is similar to the ROUT assumptions, and with the assumed tail water at one half the
pipe diameter (which gives a driving head of 24.32 feet), the flow of 96.5is exactly what
ROUT predicted, However, the actual head is about 21.8' and the flow for that is 85 cfs.
Case 1 is the worst case and at 21.8' of head the flow is 81.5 cfs, or about 85% of the best
case situation. As with all such calculations many simplifying assumptions must be made,
but looking; at the outside parameters, the ROUT calculations seem to be reasonable.
The outflow pipe fc)r dam B does not become submerged, cvcn if the 100 year flood level
occur at the saute time. The outflow pipe from pond C would become submerged by about
one font in worst case, but would not substantially affecr the system. J'he outflow pipc
from po
nd D is not expected tf7 be submerged under any anticipated situations,
Eased upon Lite above calculations, we believe that the dams will function as predicted,
within the accepted limitations of the current state of the art of hydrology. If you have
questions, please call, Thank you for your help on this matter.
Sincerely,
9't��
obis VIA. Greene, P. E.
enclosures
r copy: Demise Etheridge, The Kessicr Group
p�4o.0
9
Op pf��
')7
Jimmy L. Taggart
Uc. No.
22841
�a.► 9/Z6/19 1'
�.SggroNwL ti�a`
A
Ua
0
U
O m
N
Q�
2
Q�
z O
MMrU--'ill
o to
- o
il CA
Q �
i LL
Z
V j
Q cc
J
J J_
a2
Cc\
>a
WCO
Q 0
r W
�V
v �
O N
W
Q K—
Q LO
pCa
O
Urn
r C\1
p
LL.?
0: Q
QJ LL
u
j•iT�
Cc �
y a W
CO
w Lo
O
w
(/� Q
U
z o
U_'1
J
O�
U
W
:2O�
(0
M
CY) I;t
W
U
Z
O
O
REVISIONS
COUNTY
COMMENTS
2/15/19
COUNTY
COMMENTS
3/27/19
COUNTY
COMMENTS
8/23/19
DATE
NOV. 30, 2018
SCALE
AS SHOWN
i--i
W
E�
Ir
m
I..L
Q Q
z�-i
O
Ir
r0
J
V�
Q
z
o^
J
z
O 0
p o
�
L
C
M
O
Q
E—
U
w
FILE NUMBER
13.0124
SHEET
11 OF 14
E ORM MH 1
OP= 7.48'
�R P I IN
I � /
I i DA-9 DA-8 / // h , /�'%A,o;
0.34 Ac. 0.16 Ac. �d �/ //';'�'�%�
- - - C= 0.43 C= 0.43
EX. RM MH 2C
TOP=49. 0'
/4 / ' / �0CPIN -493.00
8944' \\\ \\V \\\
TH Op \
9a1
I 1 / 1 +� ,
/ -10 & /// / 4 ,
/ II 0.38 Ac. ijl .Q�� .F / /' i i i / \ / ��h l �� / Lot 1y$ . $ 9� EX. OR MH 2B
1 / C=0.43 ��,��'' . / / /i i/ yi A f1,2 9� /' " RCPIN=88.85'
RCP IN OUT=488.70' \ V �
O�j 'r1 11
Jimmy L Taggart - -
I / ' ' i' / i /' 1t / 9� / ro - \ \ iio. No.
°�t $�' ' ' APPROXIMATE AREA TO EXIST ` \
e \ 22841 �~
a 21 " RCP PIPE SYSTEM - 6
/' i i i% /'/ii' / // �y' 0���0 I c=0.55 \\ vv v 810N�L ilk
T � min
/ � � � %i � i i i'/ / '' / �a� e A \ / � X I� 10, 017.85c \
0. -----
/ 211 RCP2INV
21" RCP INV OUT=4 5' / / ♦ / / / / / 95n �� ---- ��
95
96 L°�g5)
iu
ley
Lg4651P. TOP s1 /
92.88 /
/ / /' / j / / % /' /' / / / y I g8 9s Logy $�.I v •O / 54" RCP' INV IN=478.06'
21° YiCP INV IN=485.18'
H CROSSI N G�0' R OUT 477.70'
�? (Route1�22,Pub11� 35 r/ r' ��.9�a/ /,' // / I I I \\\` -� -- �= -- - --Lot sS• \ a9 I I µ I / I \ \ \\
Lte$i o _ 91 o \ \\
00. z �y \ Lg1h 9w \\ \ '• o I I r \\ \\- - - - - - - - - i
4nd,�,e �
0
/ v�ti t I I 5 vv DAB
.e tee
C=0.36\\ /
DA-06
I E / O 99.38 \I I I t 22 SA EX. STORM MH
\ 1 1 E.VISTI DI-3B 1 O 99.28 ° / [� / 97 �' OP-483.98'
• 1 FC 'C. E �_ / 97 / r Z1 ,� / / /g7n \ �m W TOP = 490.40'
1.05 Ac. 1 / $ O j Z / Lot merit / /° RCP INV IN=476.16'
1 heat I Handi 7 99.19 , s FDA-6A /i'' / 54, RCP INV OUT=476.10'
0.66 ImPs P � �c=="5 min. igns , 2 I / 0.24 Ac.
Go I I i 1 1 / I e C=0.80 9a / / at sQ / /�� / 11 \\ ---
/ 1 v I s °.S`°_ sa / 18 fl / / e7p ' 0-------
I - -
9.08 Q_ S ��1�toP / L°t�/ 13 DA-
/ J^ 1 ee �� / a9 0.29 Ac. ) I I / I vol,,JJ I 1 1 \
/l jI / ss.DA-E 4A C=0.35
III L r / / TMP / EXI, DI 3�4 DA-13
// , 9y ' �'/
I 46-B4-7C 40,65 Ac.
I 31,828 Sf. I s.3a - -
3 I EIS. heat 0.73 Acre ° / ,' C= 0.75 / / i �� //
m� c �iA -14-
v I II ❑ Existing e� 1 �g3 G �' ^ s. / / / / �* ' /} Variable
Q\ / I 1-Story Brick Medical / / / s. 0.15 Ac. / / / / ,� private
1 / / I ❑ Office Building �' /'�.�•
/' / a I I ❑ 1#18002,424 5f o - - -' /� /' 12 cf Q li =0.38
I O I Timberwood _ v° ®� I Blvd. l // / / / 90� +' _k?$fret`' -A , 85 \ � / / - - - - - -
g
�0
D �EYIST. DI-W
I I X
w 0.25 Ac. /, // / / •• / / ' • • / /' /'' �oLas Lan�
- / // / X4 \ 1 / / /' / Variable Bvdth �� /�89- - - - - - - - - - \ \
\ \ \ 0 Uc O5 Min. //❑ DA-EX4\ / / �, / / // 5� /'RDB"DA-2 - _ \
,a' ' / E �ST. / ,%DA-3 I l / ��� 0.49 Ac. ea 2 0� • 0`' _ _ --'\\ `, \\\
za' /�18' / C 5 0./�S5 Ac.// //\ 0. 05 Ac.1/r� Il � C=_ 0.85
Prop. CG-12 e=0.73 C=O.72
Te=5
\
Alin..
EX. DI-38/
46-B4-
\ > oe / / ' / v 89 \ - _ -
1`1, 950 f. \ _ I / e / i / / / / / 1 � Lot zs Lot 3o
0. 7 A e \ / ' ' l /' "°ti ' '/' / / rar zy Lot 28
\ I !• / I ' s7 \,ot zs Lot zs� �+9sao , \ e� //
�.I61AD4m \ I 1 B /'
\OFFICEeu
II I I 1 I I \ 5AMSF
II l I I \ II \FF-500.20
1 1 Pos\
�v
. 4P \ ° I\ I \\ \\\\\ \\ \ \\\\\ \ \\ \ \\ \ aan\ aan a4n _��\\ \ -1 I-1-1
\80.
\ I /
-w I I I ' 'Exist Pony
\\\ \\ \ \\\\\\\\\ \\ \\ \ //// BSB = 474.0
\ \ \ \
\\ I I Ex. g,, J1 Wat
only / /� % j // I \\ \\\ EX1 \ \\\\\ \\\ \ I I I
/Ex.B„x 6„ rs DA-EX,S/
EXIST. DI -$A rl ,dry/ i ✓ ti��� Q \\ \� \ \ I I I
I I
\\ I/ WM Meter 6.14 Ac. / i /% FLOW FROM EXIST
\ / C=0.69 / / / / 24- RCP = 10.02cfs \ \
PER STORM CALCULATIONS \ `\
\ Exist. Sprinkler
\\ / Eaesment DB 1548 P� 219 / / BY GLOECKNER, SMITH, \ \
/ / COLEMAN, INC.It
\ \ \ \ \ \ \ \
`\ l DA-OVERLAND \
\ f BIOFIL TER
1.84 Ac. \
\ C= 0.33 \
Tc=15 Min. `\
' I \
1�
vv 40 01-, 40 80 120
SCALE: 1 4i3'v vvv
U
a
0
U
v,
L
a) m
N C)
2
<D
ZO
U
��-�
o
a>
CL
Q +�
> LL
Z
coV
O Cc 41
J
J J_
aZC/)Q
CC\
W
Q O y
W
I
"V
VQ
Oo
W
� ?
Q �
CO
(.6
p(a
U
N
p
°
cc O�
a
aW
oLL
W LI)
�y
viw
vo
Z
M�
F+1
W
rn
W
/0
W
2
L
z
O
O
REVISIONS
COUNTY
COMMENTS
2/15/19
COUNTY
COMMENTS
3/27/19
COUNTY
COMMENTS
8/23/19
DATE
NOV 30, 2018
SCALE
1"=40'
W
Q <
Z
�
j
LL
z
p z
z
Q
J
O o
Q
O
Q4
w
J
>
W
U)
<
W W
m m
<
Q4
0
FILE NUMBER
13.0124
SHEET
12 of 14
r
20' WATERLINE
\\ 11\1 \! \1\ \\
�, //�///
EASEMENT
DB 2775 PG 734
\
\ \
\\�i\ \vN
TOTAL
BIOFILTER DA
A=2.84 Ac.
t\ \ \I\\
Tc =
15 Min
_
\
OVERLAND FLOW
\\ X \
TO BIOFIL TER
A=1.95 Ac.
1
C=0.33�
Tc = 15 Min
I \\\\I
Ison Iwo
I
I 1 1
I I
N.
50 0 50 100 150
SCALE: 1" = 50'
i
Q = 1.09 cfs
Q = 0.98 cfs
Q = 0.88 cfs
Q = 0.66 cfs
Q = 0.46 cfs
Nyloplast 18" Drop In Grate Inlet Capacity Chart
2.50
2.25
2.00
1.75
1.50
V
1.25
3
1.00
0.75
0.50
9 25
■ 0 ■ 0 ■ 0 ■ 0 ■
KIDIVA 0 m a
0.90
8.00 0.05 0.10 0.15 0.20 0.25 0.30 6.35 D.40 0.45 0.50 0.55 9.60 0.65 0.70 0.75 029 015 0.90 0.95 1.00 1.05 t.10
0.13 ft 0,28 ft HeadM)
0.15 ft 0.23 ft
0.18 ft
STORM INLET
10YR (CFS)
DEPTH (FT)
8
0.46
0.13
9
0.98
0.23
10
1.09
0.28
13
0.68
0.15
14
0.88
0.18
15" Drop In Grate Performance Chart
Ny�opYas#
3130 Verona Avenue • Buford. CA YJ518
(86fxl 888-84791 f770) 932-2443- Fax (779) 932-2490
9 Nyloplast Inlet Capacity Charm June 2012
NYLOPLAST DRAIN BASIN WITH DOME GRATE
(1.2)INTEGRATED DUCTILE IRON
FRAME & GRATE TO MATCH BASIN O.D.
0
MINIMUM PIPE BURIAL
DEPTH PER PIPE
(5) ADAPTER ANGLES VARIABLE
(3) VARIABLE INVERT HEIGHTS MANUFACTURER
RECOMMENDATION
AVAILABLE (ACCORDING TO RING
(MI
/0°-360°ACCORDING TO PLANS
PLANSrrAKE OFF) REQ. SAME AS MIN. SUMP) ,
(4) VARIOUS TYPES OF INLET& OUTLET ADAPTERS
AVAILABLE: 4'- 30' FOR CORRUGATED HOPE
(ADS N-121HANCOR DUAL WALL, ADS/HANCOR
SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35),
PVC DWV (EX: SCH 40), PVC C9001C905,
CORRUGATED & RIBBED PVC
WATERTIGHT JOINT
(CORRUGATED HOP�E��� SH(\JOWN)
1 - 8"-30-DOME GRATES SHALL BE DUCTILE IRON PER ASTM A535
GRADE 70 -5.
2 - 8" & 10' DOME GRATES FIT ONTO THE DRAIN BASINS WITH THE USE
OF A PVC BODYTOP. SEE DRAWING NO.7001-110M5.
3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN
DETAILS. RISERS ARE NEEDED FOR BASINS OVER M' DUE TO SHIPPING
RESTRICTIONS. SEEDRAWINGN0. W-110.055.
4 - DRNNAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO
ASTM D3212 FOR CORRUGATED HOPE (ADS N-12MANCOR DUAL WALL),
N-12 HP, & PVC SEWER H--24-).
5 - ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0' TO W. TO DETERMINE
MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO.7001-11 M12.
6 - 8"-30' DOME GRATES HAVE NO LOAD RATING.
(3) VARIABLE SUMP DEPTH
ACCORDING TO PLANS
(13" MIN. ON 8" - 24", 10" MIN. ON 30'
BASED ON MANUFACTURING REQ.)
THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER
GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS II
MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR
SURFACE DRAINAGE INLETS SHALL BE PLACED &COMPACTED
UNIFORMLY IN ACCORDANCE WITH ASTM D2321.
NYLOPLAST YARD DRAIN DETAILS
Not To Scale
A
U
a
0
y Q
U
�T.
a)m
W
N C)
2
ZO
a M
> LL
TT^^
V1
Q
QCCW
wZ
i J
as
CC'ww
>a
Q Oy
r I
O
W
-4
rr
p�
U rn
N
C)
Q CO
°Q
o�
x
��
a W
o�
w L0
Qy
Uo
o
z
co
\
rvR
co
w
w
2
1W11
z
O
�
REVISIONS
COUNTY
COMMENTS
2/15/19
COUNTY
COMMENTS
3/27/19
COUNTY
COMMENTS
8/23/19
DATE
NOV. 30, 2018
SCALE
AS SHOWN
w
i�
W
Q Q
�
O
/', i
�/�
z
z
0 z
Q
O o
12:4
O
w
-j
�' a
5�
G
Q
O
w
Lu W
/
'� �y
W 00
\
Q
W
FILE NUMBER
13.0124
SHEET
13 OF 14
a
Ah