HomeMy WebLinkAboutWPO201500057 Plan - VSMP 2017-01-13GENERAL NOTES
OWNERS:
MOSS ACQUISITIONS AVINITY ESTATES LLC
321 E MAIN ST 455 SECOND STREET SE, 5TH FLOOR
CHARLOTTESVILLE, VA 22902 CHARLOTTESVILLE, VA 22902
AVON PROPERTIES, LLC
P.O. BOX 1467
CHARLOTTESWLLE, VA 22902
DEVELOPER:
RIVERBEND DEVELOPMENT, INC.
455 SECOND STREET SE, SUITE 400
CHARLOTTESVILLE, VA 22902
ENGINEER:
COLLINS ENGINEERING
200 GARRETT ST, SUITE K
CHARLOTTESVILLE, VA 22902
TAX MAP NO.:
09100-00-00-016CO 09100-00-00-016EO
ZONE. • PRD ZONE: PRD
DB 4319 PG 247 DB 4571 PG 88
09100-00-00-016AO 09100-00-00-01400
ZONE. PRD ZONE: PRD
DB 4571 PG 88 DB 3472 PG 015
TOTAL PROJECT AREA:
A WNI TY ES TA TES
09100-00-00-016CO — 2.472 AC.
09100-00-00-016EO — 4.982 AC.
09100-00-00-016A0 4.432 AC.
11.886 AC. TOTAL
ZONING:
PRD — PLANNED RESIDENTIAL DEVELOPMENT — ZMA 2013-016
TOPOGRAPHY
SURVEY & TOPOGRAPHY PROVIDED BY ROUDABUSH GALE & ASSOCIATES, DATED
AUGUST, 2013. TOPO FIELD VERIFIED ON DECEMBER 2014.
DATUM:
NAD 83
FLOODPLAIN:
THERE IS NO FLOODPLAIN LOCATED ON THIS SITE. FEMA MAP ID
51003CO407D & 51003C0426D DATED FEBRUARY 4, 2005.
STORMWATER MGMT
STORMWATER FOR AVINITY ESTATES WILL BE HANDLED BY A PROPOSED
STORMWATER MANAGEMENT FACILITY JUST UPLAND OF THE EXISTING SWM POND.
ADDITIONAL AVINITY ESTATES STORMWATER WILL BE TREATED BY A SECOND SWM
FACILITY AT THE SOUTH OF THE SITE, AND (2) UPLAND DRY SWALES. SWM SHALL
MEET ALL STATE REGULATIONS REQUIRED WITH THE DEVELOPMENT.
FIRE & RESCUE.
AS REQUIRED, ALL FIRE FLOWS MTHIN THE DEVELOPMENT SHALL BE A MINIMUM OF
1000 GPM AT 20 PSI. ADDITIONALLY, FIRE HYDRANTS SHALL BE PROVIDED ALONG
THE STREETS FOR FIRE FIRE PREVENTION AT A MAXIMUM SPACING OF 500 FT PER
IRA VEL WA Y.
PROPOSED USES:
SINGLE—FAMILY ATTACHED UNITS & TOWNHOUSE UNITS
SINGLE FAMILY ATTACHED UNITS. • 49 TOTAL UNITS (AVINITY ESTATES)
TOWNHOUSE UNI IS. 30 TOTAL UNI IS (A VINI TY ES TA TES)
SITE AMENITIES:
CLUBHOUSE/PAVILION AREA (960 SF MIN)
TOT LOT (2,000 SF MIN)
DOG PARK (2,325 SF MIN)
PASSIVE RECREATION AREA (6,000 SF MIN)
ACTIVE RECREATION GRASS COURTYARD (11,500 SF MIN)
NOTE. • TOT LOT TO CONTAIN AT MINIMUM (4) SWINGS, (2) CLIMBERS, (1) SLIDE, (1)
WHIRL, AND (2) BENCHES.
RIGHT — OF— WAY.•
2.40 ACRES
OPEN SPACE.•
2.31 AC OPEN SPACE (AVINITY 12.312 PLATTED)
ACE AVINITY ESTATES 2.99 AC OPEN SP
( )
5.30 / 21.13 AC TOTAL AVINITY I & ESTATES = 25.1%
LOTS:
6.21 ACRES
SETBACKS. •
FRONT — 10' MIN (WITH VARIATION SUBMITTED TO THE COUNTY)
SIDE — 5' MIN
REAR — 10' MIN INTERIOR, 20' MIN WHERE LOTS ARE ADJACENT TO THE PROJECT
BOUNDARY CLUBHOUSE/PAVILION — 8' MIN FRONT, 5' MIN SIDE, 10 MIN REAR
SETBACKS SHALL INCLUDE A 4' FRONT AND REAR ENCROACHMENT OF ALL
SETBACKS WITH PORCHES, EAVES, AND OTHER ARCHITECTURAL ELEMENTS OF THE
HOMES SETBACKS SHALL ALSO ALLOW UP TO A 1' SIDE YARD ENCROACHMENT
FOR ARCHITECTURAL ELEMENTS AND OVERHANDS, PROVIDED THAT THE
ENCROACHMENTS ARE FIRE RATED PER BUILDING DEPARTMENT REQUIREMENTS
WHEN BUILDING SEPARATION IS REDUCED FROM 10: SETBACKS WERE APPROVED
WITH THE BUILDING MODIFICATION WAIVER REQUEST WITH ZMA 2013-016.
BUILDING HEIGHT-
35' MAXIMUM HEIGHT
PARKING:
EACH PROPOSED LOT SHALL PROVIDE OFF—STREET PARKING FOR TWO VEHICLES IN
A MINIMUM 18' DEEP DRIVEWAY AND A GARAGE. ADDITIONALLY, ROADWAYS SHALL
ACCOMMODATE OVERFLOW PARKING ON —STREET WITH PARKING ON ONE SIDE ONLY.
PHASING:
THE PROJECT MAY BE COMPLETED WITH A MAXIMUM OF 4 PHASES AS SHOWN ON
THIS ROAD PLAN
STREETS:
CURB & GUTTER PRIVATE STREETS THE ACCESS ROADWAY SHALL BE MAINTAINED
BY THE HOA.
UTILITIES, •
SITE SHALL BE SERVED BY PUBLIC WATER AND SEWER
CONSTRUCTION TRAFFIC:
ALL CONSTRUCTION TRAFFIC FOR THE DEVELOPMENT OF AVINITY ESTATES SHALL
ENTER THE SITE FROM THE EXISTING DRIVEWAY AT ROUTE 20.
DENSITY
9. 43 A = 11.58 UNITS AC
A TY 107 UNITS 2 C 1/lNl I / /
6 = 6.65 UNITS AC
79 UNITSi/ 1.88 AC AVINITY ESTATES: /
LANDSCAPING:
ALL PROPOSED ROADWAYS SHALL HAVE STREET TREES IN ACCORDANCE WITH
COUNTY REQUIREMENTS. ALL TREES SHALL BE OUTSIDE OF THE ROW
ALBEMARLE C Q
WITHIN A 5' WIDE LANDSCAPING AND MAINTENANCE EASEMENT AND ALL STREET
TREES SHALL BE MAINTAINED BY THE HOA.
TRAFFIC GENERATION:
TRIP GENERATION BASED ON ITE TRIP GENERATION MANUAL ( 8TH EDITION)
S CODE 210
49 SINGLE FAMILY UNITS ( )
23 469 VPD (234.5 ENTER 234.5 EXIT)
AM PEAK. • 37 VPH 9 ENTER 28 EXIT)
PM PEAK: 49 VPH (31 ENTER/18 EXIT)
30 TOWNHUME UNITS (CODE 230)
174 VPD (87 ENTER/87 EXIT)
AM PEAK: 13 VPH (2 ENTER/11 EXI T)
PM PEAK: 16 VPH (10 ENTER/6 EXIT)
TRASH:
ALL UNITS SHALL HAVE AN INDIVIDUAL TRASH CONTAINER AND THE HOA SHALL
PROVIDE TRASH COLLECTION SERVICES.
RESERVOIR WA TERSHED:
MOORE'S CREEK WATERSHED
AGRICULTURAL —FORESTAL: NONE
PLACES OF BURIAL:
NONE
RETAINING WALL:
ALL WALLS AS SHOWN ON THIS PLAN SHEET AND THE GRADING PLAN SHEET
SHALL NOT EXCEED 6' IN HEIGHT.
AVINITY
STATES
SCOTTSVILLE DISTRICT
ALBEMARLE COUNTY, VIRGINIA
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SHEET LAYOUT
SCALE: 1" = 100'
NO TES.
1) THIS PROPERTY DOES NOT LIE WITHIN AN AGRICULTURAL AND/OR FORESTAL DISTRICT,
2) THIS PROJECT IS NOT LOCATED WITHIN FLOODPLAIN LIMITS, BASED ON FEMA MAP NUMBER 5100JC0407D &
51003CO426D ADOPTED FEBRUARY 4, 2005.
3) EACH LOT AS SHOWN HEREON CONTAINS A BUILDING SITE WHICH MEETS THE REQUIREMENTS OF SECTION
4.2.2(b)l (18-520)
4) ALL PROPOSED EASEMENTS SHALL BE DEDICATED TO PUBLIC USE.
5) STREET TREES SHALL BE PROVIDED ALONG ALL THE PUBLIC STREETS 50' O.C. IN ACCORDANCE WITH VDOT
AND ALBEMARLE COUNTY STANDARDS.
5�.
TO alyNr)ND
MILL CREEK
LAKE REYNOVIA �O
MILL CREEK GIB•
SOUTH
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STA?E 64
INTgR
PIEOMONr
VIRGINIA
COMMUNITY
COLLEGE
1__I
MONTICELLO HIGH
SCHOOL
ELEMENTARY /
SCHOOL
VICINITY MAP
SCALE: 1" = 3000'
WPO PLAN SHEET LIST
Sheet Number
Sheet Title
1
COVER SHEET
2
EXISTING CONDITIONS
3
GRADING PLAN
4
PRE -DEVELOPMENT STORMWATER MANAGEMENT PLAN
5
POST -DEVELOPMENT STORMWATER MANAGEMENT PLAN
6
STORMWATER MANAGEMENT DETAILS & CALCULATIONS
7
STORMWATER MANAGEMENT DETAILS & CALCULATIONS
8
EROSION & SEDIMENT CONTROL NARRATIVE & DETAILS
9,
EROSION & SEDIMENT CONTROL PLAN PHASE I
10
EROSION & SEDIMENT CONTROL PLAN PHASE II
11
EROSION & SEDIMENT CONTROL CALCULATIONS
TOTAL
11 PAUEb
AP P
RO V ED
b the
f,e " Albemarle m arl e
Coun
ty
tv
Com mil ' nit Date Develo
pment Department
I 13 I
File wPc� tic, i�or r —
I Avinity II RnnaP of Residential Uses
Block
Townhome
(min -max)
Single Family
Attached/Detached
(min -max)
Proposed
Number
of Units
Avinity 1
6-8
-
7
A
0-20
0-9
8
B
0-30
0-15
15
C
0-30
0-15
14
D
0-34
12-32
27
TOTAL
0-122
12-71
71
01
SCOTT4
R. COLLINS�?4
> No. 35791 11�
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1) Within Avinity I, a 24 unit condo building is proposed to be
eliminated and in its place, a maximum of (8) townhouse
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units are proposed. 2) The overall
density (number of units) for Avinity I shall decrease from
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124 units to 106-108 units with the approval of this
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JOB No.
092033
rezoning. The original proposed condominium building shall
be replaced with (6) - (8) townhouse units.
SCALE
3) The proposed minimum number of units within Avinity II
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shall be 60 units with a maximum number of 102 units. The
AS NOTED
o
density shall range between 5 DU/AC and 10 DU/AC.
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PRIOR TO HE DEMOLTION OF �HE MAIN'
HOUSE AND ITS ASSOYIATED STRUCTURES,
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THE DEVELOPER SHALL DOCUMENT THE N
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NOTES:
1. THIS IPROJECT IS NOT LOCATED WITHIN FLOODPLAIN LIMITS, BASED ON FEMA MAP t-u
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6112 4� W 807. 6 NUMBER 51003CO407D & 51003CO426D ADOPTED FEBRUARY 4, 2005.
0, �c[077� -::. 2. TOPOGRAPHY & BOUNDARY INFORMATION PROVIDED BY ROUDABUSH GALE & JOB NO.
25' ROW
ASSOCIATES. THE TOPOGRAPHY HAS BEEN FIELD VERIFIED ' / I I a�p 490. RIFIED IN JUNE, 2014.
7-
092033
-N
0/-9
SCALE
EX. ROW Lo 3. MANAGED STEEP SLOPES EXIST AS SHOWN ON THE PROPERTY.
25' ROW D.B.317-552
x SY cmp 4. NO WPO STREAM BUFFER ON THE SUBJECT PROPERTY. If 501
7E%SLOPES/TO �E-1/' .4f 5. THIS PROPERTY IS NOT LOCATED WITHIN A DAM INUNDATION ZONE.
`EXI�TING MANAGED
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OTES:
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CONTRACTOR SHALL VERIFY ALL TIE-IN ROAD CONNECTIONS FOR AVINITY ESTATES ROADS TO ANY ROAD
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EXISTING OR UNDER CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR NOTIFYING THE ENGINEER OF ANY
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2. CONTRACTOR SHALL VERIFY CURB ELEVATIONS ADJACENT TO THE SANITARY SEWER MANHOLES TO ENSURE
DE ENGINEER SURVEY WORKSHEETS OF ALL ROADWAYS, PARKING LOTS, ALLEYS,
THAT MANHOLE TOPS ARE CONSISTENT WITH THE ADJACENT PROPOSED CURB ELEVATIONS.
3- ONTRACTOR SHALL PROVI
3 UTILITIES
MANHOLE TOPS AND DRAINAGE STRUCTURES PRIOR TO INSTALLATION OF CURBING, DRAINAGE, OR
\<
_5 I PROVAL PRIOR TO CONSTRUCTION. COLLINS ENGINEERING
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.1-go *gg'� M TO COLLINS ENGINEERING FOR REVIEW AND AP <
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4. ALL PROPOSED SANITARY AND WATERLINE EASEMENTS SHALL BE DEDICATED TO ACSA FOR PUBLIC USE. C)
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Homes Private Sidewalks & Driveways 8,010 sf -----. __.. __- ,_.•-- / 3 1 " ` F ' / �, ! 1 '1 \ \
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Project Av(Inity Estates - Kappa Sigma Entrance Culvert
Plan Sheet No.
Diesigner KKW
Street 1 of 'I
' Culvert #1
Rev. Date
Date 07106/16
STATION:
HYDROLOGIM DATA:
AHW Cont€'ols
10Q. yr: Flood plain
elev.
Outflow from SWM Pond 'B'
Addliionat Overland Flow to Culvert (I A6 ac.; Cw--0;34; Tc=12.5 min.)
Design AHVV depth
elev.
Q2 = 1.11 cfs
Q2 = 1.84 cfs
12
3.7
Siructures
elev. freq, TWelev.
010 = 6:35 cfs
Q10 = 2.38 cfs
110
4.8
=
025 = 12.92 cfs
Q25 = 2.68 cis
125
5A
=
Shoulder
.
elev. 48 8.06
=
-----L
CL elev. 487.65�
- --_- - -- _
D U
A
-
-�_----
.
ADT
Skew
0 Cover
Q 2 = 2,95 CFS
Detours Available
Length
Q _T1 = 8,,73 US
Overtopping Stage
,� - -'
_11'
Q � - C�'S.
Flood Plain MarYagement
1. El, 485.14 1
u
So- QA3t� Inv. El, 484.87
Q CFS
Criteria and Significant Impact
prig. Gr. Elev.
L= �� Orig. Gr.. lev.
Q - CFS
HEADWATER
COMPUTATIONS
CANT.
OUTLET
CULVERT TYPE:$€ SIZE
Q
Q)B
HK
. VELOCITY`
End
INLET CONT,
OUTLET CONTROL
Et.W
Treat.
HIN/D
HvV '
Ke
de
I (dc+D)/2
ho
H
LSo
I HW
C.M.
Smooth -
Existing 18" RCP Culvert (2 yr)
2.95
2.95
0,62
0.9
0.5
0,60
1.05
1.05
0.4
0.3
1.2
1.2
3.75
N/A
Existing 18''. RCP Culvert(10 yr)
8.73
8.73
1.25
1.9
0.5
1.20
1.35
1.35
0A
0.3
1,5
1.9
3.90
N/A
.
Exisiing`18" RCP Culvert (25 yr)
14 7Q.
14.7
1.8
2.7
0.
1.40
1.45
1.45
0.4
0.3
1:6
2.7
3.90
N/A
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Wafarchad Rummary
[:::::Pre- Development
Post -Development
5.18 ac.
4.94 ac.
3.48 ac.
4.85 ac.
1.13 ac.
-
9.79 ac.
9.79 ac.
Outflow Summary: (1-Year Storm Event)
Pre -Development Post -Development
DA W
3.04 cfs
1.25 cfs
DA ' B'
2.21 cfs
1.11 cfs
I
DA C
0.72 cfs
-
- 2.36 cfs
Total- 5.97 cfs
Outflow Summary: (2-Year Storm Event)
Pre -Development Post -Development
DA W
3.74 cfs
2.62 cfs
DA W
2.71 cfs
1.52 cfs
DA 'C'
0.88 cfs
-
Total= 7.34 cfs 4.14 cfs
Outflow Summary: (10-Year Storm Event)
Pre -Development Post -Development
DA W
10.69 cfs
14.89 cfs
DA ' B'
8.06 cfs
6.35 cfs
DA 'C'
2.62 cfs
-
Total= 21.36 cfs 21.24 cfs
P''' TH o
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SCOTT R. COLLINSI4
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SWM FACILITY #A
UNDERGROUND DETENTION
(ONLY) ROUTING
Basin Input Data
Routing Method: storage -indication
Inflow Hydrographs
o Contour Areas
Hydrograph o
3 Inflow Hydrographs
Elevation(ft) Area(sf) Computed Vol.(cy)
Routing Summary of Peaks: 1- Yr. Storm- SCS Method
Hydrograph o
inflow (cfs) 1o.681 at 11.94 (hrs)
SCS
2 Storage Pipes
discharge (cfs) 1.25o at 12.32 (hrs)
name: 1- Yr. Storm- SCS Method
Storage pipe o
water level (ft) 504.254 at 12.34 (hrs)
Area (acres) 4.940
name: Underground Detention
storage (cy) 470.6o8
CN 83.000
diameter (in) 12o.000
Type 2
length (ft) 140.000
Hydrograph 1
rainfall, P (in) 3.500
invert (ft) 498•290
Routing Summary of Peaks: 2- Yr. Storm- SCS Method
time of conc. (hrs) 0.1500
angle 0.287
inflow (cfs) 11.654 at 11.94 (hrs)
time increment (hrs) o.o2oo
volume (cy) 407.243
discharge (cfs) 2.622 at 12.18 (hrs)
time limit (hrs) 30.000
water level (ft) 504.529 at 12.18 (hrs)
fudge factor 1.00
Storage pipe 1
storage (cy) 498.718
routed true
name: Underground Detention
peak flow (cfs) 1o.691
diameter (in) 120.000
Hydrograph 2
peak time (hrs) 11.930
length (ft) 140.000
Routing Summary of Peaks: lo- Yr. Storm- SCS Metthod
volume (cy) 1233.423
invert (ft) 498•290
inflow (cfs) 21.388 at 11.94 (hrs)
angle 0.287
discharge (cfs) 14.890 at 12.o6 (hrs)
Hydrograph 1
volume (cy) 407.243
water level (ft) 5o6.398 at 12.o6 (hrs)
SCS
storage (cy) 677.604
name: 2- Yr. Storm- SCS Method
Start_Elevation(ft) 498.29 VOL(cy) 0.00
Area (acres) 4.940
CN
4 Outlet Structures Outlet structure 2
Type82000
Outlet structure o Culvert
rainfall, P (in) 3.700
Orifice name: Barrel
time of conc. (hrs) 0.1500
name: Low -Flow Orifice multiple 1
time increment (hrs) 0.0200
area (so o.1o8 discharge out of riser
time limit (hrs) 30.000
diameter or depth (in) 4.450 D (in) 24.000
fudge factor 1.00
width for rect. (in) 0.000 h (in) o.000
routed true
coefficient o.600 Length (ft) 84.000
peak flow (cfs) 12.665
invert (ft) 498.2go Slope 0.005
peak time (hrs) "1.930
multiple 1 Manning's n 0.013
volume (cy) 1345`848
discharge into riser Inlet coeff. Ke 0.500
Equation constant set 3
Hydrograph 2
Outlet structure 1 Invert (ft) 498.290
SCS
Orifice
name: ao- Yr. Storm- SCS Method
name: Mid -Flow Orifice Outlet structure 3
Area (acres) 4.940
area (so 0,349 Orifice
CN 83.000
diameter or depth (in) 8.000 name: Emergency Spillway Simulation
Type 2
width for rect. (in) 0.000 area (sf) 7.386
rainfall, P (in) 5.600
coefficient o.600 diameter or depth (in) 36.800
time of conc. (hrs) 0.1500
invert (ft) 504.290 width for rect. (in) 0.000
time increment (hrs) 0.0200
multiple 6 coefficient o.600
time limit (hrs) 30.000
discharge into riser invert (ft) 5o6.790
fudge factor 1.00
multiple 1
routed true
discharge into riser
peak flow (cfs) 21.408
peak time (hrs) 11.930
volume (cy) 2469.903
BASIN A NOTES:
i, STATE APPROVED TRASH RACKS SHALL BE INSTALLED ON ALL ORIFICE OPENINGS,
2. A CONCRETE FOUNDATION SHALL BE INSTALLED ON THE RISER AS SHOWN & MEETING THE MINIMUM SPECIFICATIONS SET FORTH IN THE VESCH SPEC. #3.14.
3. AS SHOWN ON THE PLANS, A 30' WIDE BIORETENTION BASIN SPILLWAY SHALL BE CONSTRUCTED WITH A CREST ELEVATION OF 497', CREATING A MAXIMUM
BIORETENTION BASIN PONDING DEPTH OF 12". THE BIORETENTION BASIN WEIR WILL THEN OUTFALL TO THE DOWNSTREAM DETENTION CELL FOR QUANTITY
CONTROL.
4. CONTRACTOR AND CONSTRUCTION SHALL ADHERE TO ALL OSHA REQUIREMENTS. ADDITIONALLY, SPECIAL ATTENTION SHALL BE GIVEN TO THE CONSTRUCTION
SHORING ASSOCIATED WITH THE BIORETENTION BASIN EXCAVATION.
3"
6" SCHEDULE 40 P'
SPACING WITH CLE
THE BIOFILTER I
SHALL BE SLOPE
DAYLIGHT INTO TH
CONSTRUCTION NOTES: SUMP LOCATED
1. ALL FILL EMBANKMENT MATERIAL UNLESS OTHERWISE SPECIFIED BY A UNDERGROUND DETENTION SYSTEM NOTES:
MANUFACTURER'S MORE STRINGENT REQUIREMENTS, SHALL CONSIST 1. SWM FACILITY's ORIFICE COEFF.=0.610 & WEIR COEFF.=3.3
PREDOMINANTLY OF SOIL AND BE PLACED IN SUCCESSIVE UNIFORM LAYERS 2• DETENTION SYSTEM PIPING SHALL BIE PRE -MANUFACTURED AND DELIVERED TO THE
NOT MORE THAN 8 INCHES IN THICKNESS BEFORE COMPACTION OVER THE SITE TO PREVENT CORROSION AND ILEAK WEAKNESSES.
ENTIRE AREA IN ACCORDANCE WITH VDOT 2008 ROAD AND BRIDGE 3. PLEASE CONTACT COLLINS ENGINEERING (434.293.3719) & CONTECH (804.310.4829)
SPECIFICATIONS. REGARDING ANY QUESTIONS CONCERNING THE UNDERGROUND DETENTION SYSTEM.
4 TRASHRACKS SHALL BE INSTALLED ON ALL ❑RIFICES IN ACCORDANCE w/ THE
TRASH RACKP
TO BE
INSTA
LED ON
ALL
ORIFI ES PE
VSMH
TECHNICAL
B
LLETIf V7
I
515 ORIFI E_COE
FICIE -T
= 0.666
____-__---------------�
_......__
_. -_�.-
_ _ -- -
----._-.. _.
515
I
i
t
I
i510
�
EXI
....... --_-
TING GRADE
505
�
I
(
505
PROPOSED
r1J36'
CL� IifR
P--".._._._
j RISER
RIM ELEV
495.25
WN/HAN
ON TRA
H RACK
P
C
NOUTES
E
f�R(OPOS
D 10' WIQE
TOP 0
DAM
500 D�TAIL
FORELEV.
= 4
7.25'
500
p-
_ _l..._-
INFORMATION.!
(
P.)
I
0 WIDE
GRASS LIMED
I101`L
�MIERGE
CY SPILLWAY
CREST
_ -
ELL SU
FAC-
ELEV. 494.25
cam+
49 5 - ---- ' -
-- -'Max
- "'�'-----
_ _
495
6' OF STATE APPROVEDSOIL
I
MEDIA. SIDE _
._.
CL. I
I RCP
EXCAVATION NEED NOTBE---
_..--- ---
-... -
(
--'BARR
C_-.- ...
' � '-_ :
-
-== -24"
VERTICAL. _ _
_ : ...
_ _
_ -
INV IN: 4�7.0;
490 =-
_ =
-
-
I
OUT,
86.63
490
ANIMUM PEA GRAVEL LAYER
. _ . -
r.
RISER
12" MINIMUM GRAVEL SUMP - _
_ - : -
_ -
....
..
.. -
FOOTING
:RFORATED PVC UNDERDRAINS, io' MAXIMUM
12"
ANOUTS, SHALL BE INSTALLED THROUGHOUT
ELE
.=487.Ot,'
i
485
4 THE LOWER STONE LAYER. UNDERDRAINS
) TO DRAIN TO THE RISER STRUCTURE
OR TO
-- -'
-- - (M(
•DEPTH) -
E DETENTION CELL & SHALL HAVE A 12"
STONE
EX.
0" SANIT�RY
j
BELOW THE INVERT OF THE UNDERDRAINS.
S
WER PIPE
j
482
PROPOSED R
PRAP EN
RGY
W W
o
Ln
L0 DISSIPATER
N
OUTF
LL
J J
W W
p
VDOT STD
EC-1 CL.
Al
0LL.
_6
�
r- RIPRAP W/
d UNDERLA
EOFAB
MENT L
IC
8'
W
W1=6'; W2
=10'; D=1
4'
2. VDOT STD. I3-1 REQUIRED ON ALL STRUCTURES.
3. THE MINIMUM REQUIREMENTS SET FORTH IN VDOT STD. PB-1 SHALL BE DETAIL SHOWN ON THIS SHEET, 10+00 10+50
MET FOR PIPE BEDDING AND BACKFILL. THE MINIMUM HEIGHT OF COVER 5, UNDERGROUND DETENTI❑N SYSTEM PIPING SHALL BE 0120' CONTECH DUR❑MAXX.
FOR PIPES SHALL BE MET AND BE IN ACCORDANCE WITH VDOT STD. PC-1. 6, UNDERGROUND DETENTION SYSTEM PIPING SHALL BE INSTALLED w/ ADEQUATE
11 +00 11 +50 12+0012+25
4.
ALL FILL SHALL BE PLACED AT 95% COMPACTION AND TESTED BY A
STONE & STRUCTURAL BACKFILL 1N ACCORDANCE w/ THE MANUFACTURER'S
SCALE:
HNICAL ENGINEER TO ENSURE COMPACTION IS REACHED AND
SPECIFICATIONS.
V:1 -5 �
'A'
MAINTA"
MAINTAINED.
7, ANY RETAINING WALLS CONSTRUCTED IN THE VICINITY OF THE UNDERGROUND
BIORETENTION
BASIN
5.
PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL TEST -DIG AT THE
DETENTI❑N SYSTEM SHALL HAVE GE❑GRIDS PLACED ABOVE THE UNDERGROUND
H:1 "=50'
EXISTING INLETS & OUTFALLS TO CONFIRM THE INVERTS AND TO ENSURE
DETENTI❑N SYSTEM, OR ❑UTSIDE OF THE LIMITS OF PIPE C❑NSTRUCTI❑N.
THE PROPOSED GRADES CAN BE ACHIEVED. CONTRACTOR SHALL ALSO
83 THE CONTRACTOR MAY ELECT TO INSTALL A DIFFERENT PIPE MATERIAL FROM
VERIFY EXISTING ELEVATIONS OF CURB, GUTTER, PAVEMENT AND BUILDINGS.
WHAT IS PROPOSED, HOWEVER THE CONTRACTOR SHALL ONLY INSTALL VDOT
CONTRACTOR SHALL NOTIFY COLLINS ENGINEERING OF ANY DISCREPANCIES
APPROVED MATERIALS FROM THE LIST PR❑VIDED IN VDOT STANDARD &
BIORETENTION BASiN'A' (LEVEL 1) DESIGN & REQUIREMENTS:
1N THE HORIZONTAL OR VERTICAL ALIGNMENT PRIOR TO ORDERING AND
SPECIFICATIONS 107.20, 107.21 ANiD 107.22 'WHERE APPLICABLE, THE
CONTRACTOR SHALL ENSURE MINIMUM STONE BACKFILL IS INSTALLED MEETING
Treatment Volume (Per VRRM Calculations)
11,070 cf
CONSTRUCTION.
6.
ALL PROPOSED SLOPES STEEPER THAN 3:1 SHALL HAVE A LOW
MINIMUM LOCAL & STATE REQUIREMENTS FOR ALL PIPE INSTALLATI❑NS, SEE
Minimum Treatment Volume Required
11,070 cf
MAINTENANCE GROUND COVER FOR STABILIZATION PURPOSES. THESE
VDOT STD. PB-1 & PC-1 FOR MINIMUM PIPE BEDDING AND HEIGHT
REQUIREMENTS. CONTRACTOR SHALL NOTIFY COLLINS ENGINEERING PRI❑R TO
Minimum Surface Area Required (Tv/Storage Depth)
3,811 sf <- 6' Mix at 25% porosity; 3" pea gravel at 2% porosity,
AREAS SHALL NOT BE PLANTED WITH A GRASS COVER FOR STABILIZATION
& SHALL BE A GROUND COVER CHOSEN FROM TABLE 3.37C OF THE VESCH
ANY SUBSTITUTION FOR CONFIRMATI❑N, AFTER HAVING RECEIVED IN WRITING
Surface Area Provided
1,820 sf 12" stone at 40% porosity £ 12" of ponding at 100%
UNLESS OTHERWISE DIRECTED BY THE INSPECTOR.
AN APPROVAL FROM THE MANUFACTURER A,LL❑WING THE SUBSTITUTION FOR
7.
ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY
ITS INTENDED USE.
porosity
WITH OSHA STANDARDS FOR CONSTRUCTION INDUSTRY (29 CFR PART
STORMWATER MANAGEMENT FACILITY
GRADING
1926).
Area of Filter
8.
PRIOR TO PLACING THE UNDERGROUND DETENTION SYSTEM BEDDING, THE
FOUNDATION SHALL BE CONSTRUCTED TO A UNIFORM AND STABLE GRADE.
Elevation
Cell Contours
Volume
IN THE EVENT THAT UNSUITABLE FOUNDATION MATERIALS ARE
(ft)
(sf)
(cf)
ENCOUNTERED DURING EXCAVATION, THEY SHALL BE REMOVED AND
BROUGHT BACK TO THE GRADE WITH A FILL MATERIAL APPROVED BY THE
494.25
1,820
0
PIPE MANUFACTURER MEETING MINIMUM VDOT REQUIREMENTS. ONCE THE
495.25
2,631
2,213
FOUNDATION PREPARATION IS COMPLETE, 6" OF A WELL -GRADED
GRANULAR MATERIAL SHALL BE PLACED AS THE BEDDING.
497.25
4,611
9,363
VARIES PER PLAN *A minimum surface area of 3,811 sf is required for this drainage area. A total of 1,820 sf
WATERTIGHT,
THREADED PVC
CAP
8" SOLID PVC
CLEANOUT PIPE
12"
..... .......
filter floor surface area has been provided. Water quality credits shall be purchased for
the remaining 1,991 sf surface area shortage, equivalent to 1.68 Ibs/year of phosphorus.
ENGINEERED MODERATELY
3 r
PERMEABLE SOIL MIXTURE
1.25' Y ' MKVlz
NO. 78 OR N0.8 PEA GRAVEL
NO. 57 STONE COMPACTED
DRY SWALE
s" SCHEDULE 40, PERFORATED PVC UNDERDRAIN,
.F 1SECTIO
SPACED PER PLAN, SLOPE TO DRAIN - UNDERDRAINS
NOTE: NTS
SHALL BE WRAPPED IN FILTER FABRIC TO PREVENT
1. PROPOSED DRY SWALE SHALL BE CONSTRUCTED ONLY AFTER THE
CLOGGING - CLEANOUT CONNECTIONS SHALL BE
CONTRIBUTING UPSTREAM WATERSHED HAS BEEN STABILIZED.
INSTALLED WITH A WYE CONNECTION
2. THE CONTRACTOR SHALL SUBMIT A MATERIAL SPEC SHEET FOR REVIEW AND
APPROVAL FOR THE ENGINEERED MODERATELY PERMEABLE SOIL MIX
(STATE APPROVED MIX).
3. DRY SWALES SHALL BE LANDSCAPED WITH TURF PER THE DETAIL ABOVE.
530 I ? 1i I i I 1 1 530
525
8" GTE IN
AT V. 52
i
I
I
BOTTOM OF
I
SWALE - -
ELEV. 20.0
I
4
6"
t SCH. 40 PERF.
PVC UNDERDRAI---------
N
SPACED 201 O.0
CONNECTING
CLEANOUTS - -
INV IN. 516.25
INV OUT.515.98
=54; S=0.50%
W (SEE PLAN VIEW)
W W
N
C9 C.9 'n
W LJ_. 6
10+00
SCALE:
V:1 "=5'
H:1 "=50'
! i TP=52 .10
NV OWT: 515.)7
525 Dry Swale #2 Watershed (within Subarea 'A')
f I i I Attached Homes 7,785 sf
1 I Managed Turf 17,480 sf
i -
--._..,.__..... - .................... _----- --_--_-_____----------...------- Total - 25,265 sf
i t I f
1
EMERGENCY OVERFLOW
SPILLWAY AT 5o6.79'
ELEV,=5o8.zg
ELEV-504.29
6- (d8" Ln
ORIFICES o6
i0
ELEV.=498.29
INSTALL TRASH RACKS REINFORCED 12 GA.
ON ALL ORIFICES (TYP.) STEEL PLATE
INSTALL ONE (1) 04.45"
LOW -FLOW ORIFICE AT LOW
POINT OF SYSTEM, ELEV-498.29'
03.20" WEIR PLATE DETAIL
SCALE:1"=5'
I1
I
iI i
I i
iI
I
520
DRY TREATMENT SWALE #2 DESIGN & REQUIREMENTS:
UI EME NTS:
1 t
--
--
-
T ---
I
-
Treatment Volume (Per VRRM Calculations)
91 0 cf
3 1
I
`i
f
t i
I
Minimum Treatment Volume Required
1,001 cf
I
I
Minimum Surface Area Required(Tv/StorageDepth
465 cf 3I Mix at 25/ porosity;pea ravel at 2/porosity,
Y
I
i
Surface Area Provided
11 II
0 0
cf t 100 0 746 12 stone at 40/ porosity & 12 of ondin a /
p Y P g
i
515
Minimum 'Approximate' roximate1 Surface Area 3/-10/
of CDA porosity
iI
Surface Area Provided Relative to CDA
3. p /o
12 DS PIP
i E
I
INVIIN. 1 5 5.98
' I
INV OUTS 'S.40
1 t
1downspout
51 2
NOTE: Gutters shall outfall onto a concrete wn t
ou splash
p p
upland of to the dry Swale.
block where runoff shall then flow into the grass channel pretreatment
g
L=96.50; S=0.60%
o 01
O CV
N N
LnMANAGEMENT`
I
STORMWATER FACILITY GRADING
Dry Swale
10+50 11+00
11+5011+75
Elevation Contours Volume
(ft) (sf) (cf)
520 746 0
SWALE## 2
521 1,172 951
522 1,662 2,361
Y TM
Aces
_',\fd/AAft
R1sec
Barrels.
Design Your Own Detention System !wIIV#P DETENTION SYSTEMS
Header. r /
r
Fordlesign assistance, drawings,
and pricing Send completed WOfksheetto:
ctr F ors ttac. dyodsCcontech-cphccsrn
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Project Name:
1
City J County:
tNtBStI'fyQ( s��\�\\ t.._
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State:«.{:.
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F"ava[r�enC• &teu3tfritl
Designed �• BI
Com pa y: n
Telephone:
'♦� 4uc �33z�\ i.. 4 .. j { '�i
> t \ \ 1 Enter Information in
t:tfi h
,....� ,�»„y,.a.. ..,. .,.,. . :aa..... �:...t, .I glue Cells
- :.`if ^-n*...""sY,'°'t ..-.-�^^^•-'^-�'' ,...-.-. �;,.
' k?ac(ttrlr to Grede
�ree
�tA� � Y,f� � ✓S 1 'vh.31 R, k { •yS'% 1,, '7.J, 'G �. £,7
1 �1 �� ,.�..�-. �•, �,y p ,, _._� ...
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,: ... 71d�J2M F.�h2>. ., \r 'v` Q\\\ \'`A.���\��a.\4\��\\.\
Storage Volume Required
(cf):
).
Limiting Width (ft);
Invert Depth Below Asphalt (ft):
Solid or Perforated Pipe- f,
Spam
Shape Or Diameter (in): 78.54 it` Pipe Area
Number Of Headers: vYt""max
Spacing between Barrels (f#):
Stone Width Around Perimeter of System (ft): 0
`r4\
f art r#
z rr r
EMIS
Depth A: Porous Stone Above Pipe (in):
Y
Depth G: Porous Stone Below Pipe (in):
W
Stone PorosityQ to 40% . \�\3 y
. xh\
�' .�a... .hl:f�• \\ \\Q�\\�\,..\\�.�.. ,v\\ \77...
Pipe Storage: 11,153 of
a
:tin. nr:..�v ..\.,te.
r..... �.:.\S..,,,•\\. > .�.��.7777777
r
Pardus Stone Storage: 0 of
,,f \\
. ` , \ . \ � r
Total Storage Provided:11,163 100.7ffl C) Sidra
a
(
F`'it�a' 2�
\ v\
t.\
c ^3'"
Number of Barrels: 2 barrels
�} �a....>i�..,..5,
Length rBarrel:
'Jo per
ASS` ��f•
•tom\v,, `:"v'�.
.,..\ . »_,:. > �. .�
,,.
der. Length Per Header:
a��..:.
Reetan ular Foot tint x L 23. ft x 71. It
.. ':)
��JI...:...:., a
�
„ I�
v;v ::,.. s:::.?':'.:Cv:)�,
..✓.............a,., a„ ....\ , o a t:.. a..... ... :.: ....::....'.,:to. ...... ,..a
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,\vv .`.a;E \. ..a`\o.e.,. ..f •"'.,,.::,,.+f:�,::ev .rk\♦ ...\.f:. ,. 4\ \�.v\.
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Ct
.. .. ,:}, ,.rs,..,,.. .\..\\,....,.:nt,.;t.::..c..if.:ii,...t`:::. v�\.�., �:..:a>..:.:... "' ..:................
Total C:MP Footage: 142 )t
a
Approximate Total Pieces:
pcs
Approximate Cou Coupling Bands: 6 bands
.\:�\
>`.:'\:A�:
fir ♦...: t
�
Approximate Truckloads. 4 trucks
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Total Excavation: 47 c
EX v y
1 ,
Porous Stone Eiackflll For Storage: 0 c stone
ti�`v? ,:..�\���,\\.
..,..` ,4.y ;.,
�:' ,\ ,g`.' \:
\ \�. ��\ \' ` ,:'�` ,: �e. :e\5 �.
r<a
1 Excluding Stone: 434 c flii Backf"II to Grade clad Sto E
.\ v.\:`.•<\\.
a ,:•4:;: ,::\fir<`t>' .�\\`sY.
\\ a �. vS♦f, ..,;:..• \....:.\off ,i;\Ev
u
**Construction ry hoa be final de
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v ,:„ `?2'R•: :f h
<:f�..:.).v�
:, ..:a.,\a\..
uanttresareapproximate and verified upon 'n
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0 2007 CONTECH Stampoater Solutions
f
,TH 6�,�
SCOTT R. COLLINS'Z
F--I
No. 35791 11L_
� i0�2lt�l-� •�,�•
kO"`.`YIONAL E�G�
z
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_w;�( ' �' "`l (L00 T-€LEV96 1�- - --
PROPOSED GABII ..I BA \-T WEIR \ /�` 63
'� •' / W 'T V. \ _= /45NOTCH � 49� / �___-=ter`- ,\
53
/ I PROPQSED,RIPRA
NERG`i DISSIPATER
/ 'PRE- ,REAT-Mf T-
tea.\'_3;.•4
}
t F/
siy
t
"01� 0 EB
_ R T A -
� P E- RE TMENT
I
/ PROPOSED 1o' WIDE TOP 49� Gw r
"-7 ---- OF DAM ELEV 498.00' PROPOSED 45'
L - -- - __. _GRASS LINED
- `' EMERGENCYSPtLLWAY
CREST ELEV.=497.75' - ti ._. - -- ' "�... f ; =.._
-PROPOSED 30" CL. III RCP RISER 3-'
/
`R'IM ELEV.-= i&g 6,
vl/�RFLOW 4-06" ORIFI E :,.
INVERT/TE6EV.=492. �---
',..
- --
--.. w/ LOW FLOW &y �01ZI I6E INVERT
EXISTING PUBLIC ROAD TO -SERVE �•_ AT E1_EV 486.o0 �.
_Pk(
AS ACCESS TO SWM FACILIY-'- _._ _._ PQW 15" CL. III
_
RCR9 RREL
z. --4 J v INN=486.00
_ `-- ' IINVQUT=485.60
---
LEVEL 2'BIORETENTION
- RECEIVING CUILVERTCONNECTING
'B'
BASIN DESIGN !` -`"` -
=" TO.SUBAREA A RUNOFF
�- _
SCALE 1" = 30' ' - _1 ~ - _ _ CUIL'VE-RTTN�/ W`485 4-
SWM FACILITY #B
LEVEL II BIORETENTION BASINi(1.25Tv)
BIORETENTION CELL (ONLY) ROUTING
Routing Method: storage -indication
Basin Input Data
Inflow Hydrographs
Hydrograph o
4 Contour Areas
Hydrograph 1
1-yr 24-hr Peak SCS TR-S5 Storm Event
Elevation(ft) Area(sf) Computed Vol.(cy)
SCS
inflow (cfs) 8.136 at 11.98 (hrs)
496.00 4320.00 0.0
name: 2-yr 24-hr Peak SCS TR-55 Storm Event
discharge (cfs) 7.688 at 12.00 (hrs)
497.00 4823.00 169.2
Area (acres) 4.850
water level (ft) 497.229 at 12.00 (hrs)
498.00 5325.00 357.1
CN 79.000
storage (cy) 192.497
499.00 5827.00 563.5
Type z
rainfall, P (in) 3.700
Hydrograph 1
Start_Elevation(ft) 496.00 Vol.(cy) 0).000
time of conc. (hrs) 0.2100
2-yr 24-hr Peak SCS TR-55 Storm Event
Inflow Hydrographs
time increment (hrs) o.ozoo
inflow (cfs) 8.951 at 11.98 (hrs)time
limit (hrs) 30.000
discharge (cfs) 8.631 at 12.00 (hrs)
fudge factor 1.00
water level (ft) 497.14o at 12.00 (hrs)
5 Inflow Hydrographs
routed true
storage (cy) 194.374
Hydrographo
peak flow (cfs) 8.957
SCS
p (hrs)
Hydrograph 2
name: i-yr 24-hr Peak SCS TR-S5 Storm Event
volume 2122 347
(Y) 347
io-yr 24-hr Peak SCS TR-55 Storm Event
Area (acres) 4.850
inflow (cfs) 17.273 at 21.98 (hrs)
CN 79.000
Hydrograph z
discharge (cfs) 16.819 at 11.98 (hrs)
2
SCS
water level (ft) 497.218 at 11.98 (hrs)
rainfall P Hype
( ) 3.5 0o
navie: io-yr z4-hr Peak SCS TR-55 Storm Event
storage c) zo8.
9 (Y 599
time of conc. (hrs) 0.zloo
Area acres 8 0
(acres) 4. 5
time increment (hrs) o.o2oo
CN 79.000
Hydrograph 3
time limit (hrs) 30.000
Type z
25-yr 24-hr Peak SCS TR-55 Storm Event
fudge factor 1.0o
rainfall, P (in) 5.600
inflow (cfs) 23.817 at 11.98 (hrs)
routed true
time of conc. (hrs) 0.2100
discharge (cfs) 23.449 at 11.98 (hrs)
peak flow (cfs) 8.142
time increment (hrs) 0.0200
water level (ft) 497.272 at 11.98 (hrs)
peak time (hrs) 22.982
time limit (hrs) 30.000
storage (cy) 218.485
volume (cy) 1020.145
fudge factor 2.00
routed true
Hydrograph 4
peak flow (cfs) 17.285
too-yr 24-hr Peak SCS TR-55 Storm Event
peak time (hrs) 11.982
inflow (cfs) 33.975 at 11.98 (hrs)
volume (cy) 2165.824
discharge (cfs) 33.663 at 11.98 (hrs)
water level (ft) 497.346 at 11.98 (hrs)
Hydrograph 3
storage (cy) 232.123
SCS
h
LEVEL 2 DRY SWALE #1
Dry Swale #1 Watershed (within Subarea W)
Attached Homes
Managed Turf
Total =
1,289 sf
3,549 sf
4,838 sf
name. z5-yr 24- r Peak SCS TR-55 Storm Event
Area (acres)
4.850
CN
79.000
Type 2
rainfall P in
.000
time of conc. (hrs)
0.2100
time increment (hrs)
o.ozoo
time limit (hrs)
30.000
fudge factor
1.00
routed
true
peak flow (cfs)
23.835
peak time (hrs)
11.982
volume (cy)
2986.459
Hydrograph 4
SCS
name: too-yr 24-hr Peak SCS TR-55 Storm Event
Area (acres)
4.850
CN
79.000
Type
2
rainfall, P (in)
9.100
time of conc. (hrs)
0.2100
time increment (hrs)
0.0200
time limit (hrs)
30.000
fudge factor
1.00
routed
true
peak flow (cfs)
34.000
peak time (hrs)
11.982
volume (cy)
4s6o.15o
DRY TREATMENT #1 SWALE DEIGN & REQUIREMENTS:
Treatment Volume (Per VRRM C Iculations) 175 cf
Minimum Treatment Volume Required 193 cf
Minimum Surface Area Required �(Tv/Storage Depth) 89 sf <- 3' Mix at 25% porosity; 3" pea gravel at 2% porosity,
Surface Area Provided ( 188 sf 12" stone at 40% porosity & 12" of ponding at 100%
Minimum 'Approximate' Surface rea 3%-10%of CDA porosity
Surface Area Provided Relative t CDA 4.3 %
NOTE: Gutters shall outfall onto � concrete downspout splash block, where it shall flow to the dry swale via the rear yard's grassy lawn
upland of the facility
STORMWATER MANAGEMENT FACILITY GRADING
Dry Swale
Elevation
Contours
Volume
(ft)
(sf)
(cf)
560
188
0
561
471
319
562
810
952
& HIGH
r-
J
ON BASKET WEIR
ELEV! 497
-(MAXzz" f70Nd!' G) )
POP D
/ 1 I DETENTION
CELL
�\ \
\ v
J
1
I ' -
I 11
BIORETENTION BASIN B LEVEL II DESIGN & REQUIREMENTS:
Treatment Volume Per V Calculations) 00 RRM10 5 cf
Minimum Tr atment Volume Required 12 506 cf
Minimum Forebay Volume Required (15% of Tv) 1,876 cf
Forebay Volume Provided 1,935 cf
Minimum Surface Area Required (Tv/Storage Depth) 4,305 sf
Surface Arez Provided 4,320 sf
STORMWATER MANAGEMENT FACILITY GRADING
Area of
Elevation
orebay Cell
Volume
(ft)
ontours (sf)
(cf)
496
222
0
497
484
345
498
793
977
499
1 1 1,133
1 1,935
Elevation
(ft)
Area of
Detention
Cell Contours
(sf)
Volume
(cf)
486
488
0
488
894
1,362
490
1,418
3,654
492
2,062
7,114
494
2,828
11,983
495
3,258
15,024
496
3,719
18,510
497
4,139
22,437
498
4,710
26,858
499
1 1 5,314
1 31,867
<- 6' Mix at 25% porosity; 3" pea gravel at 2% porosity,
12" stone at 40% porosity & 12" of ponding at 100%
porosity
Area of 'Filter
Elevation
Cell Conitours
Volume
(ft)
(sf))
(cf)
496
4,321.0
0
497
4,823
4,569
498
5,3215
9,641
499
1 5,82!7
1 15,215
SWM FACILITY #B
LEVEL II BIORETENTION BASIN(1.25Tv)
DETENTION( CELL ROUTING
Basin Input Data
Inflow Hydrographs
Routing Method: storage -indication
10 Contour
Areas
5 Inflow Hydrrographs
Hydrograph o
Elevation(ft) Area(sf) Computed Vol.(cy)
Hydrograph o
ROUTED OUTFLOW 3.-yr 24-hr Peak SCS TR-S5 Storm Event
486.00
488.00 0.0
Curve
inflow (cfs) 7.688 at 12.00 (hrs)
488.00
894.00 50.4
ROUTED OUTFLOW 1-yr 24-hr Peak SCS TR-55 Storm Event
discharge (cfs) 1.107 at 12.28 (hrs)
490.00
1418.00 135.3
time incr (minlhlrs) 0.02
water level (ft) 492.433 at 22.32 (hrs)
492.00
2o62.00 263.5
time limit (minlhlrs) 30.00
storage (cy) 297.8o6
494.00
2828.00 443.8
file: ) YEAR-o.toz hr intervals.txt
495.00
3258•oo 556.4
volume (cyl) 500.93
Hydrograph i
496.00
3719.00 685.6
routed) true
ROUTED OUTFLOW z-yr 24-hr Peak SCS TR-55 Storm Event
497.00
4139•00 832.0
time in houirs true
inflow (cfs) 8.631 at 12.00 (hrs)
498.00
4710.00 994.8
discharge (cfs) 1.515 at 12.26 (hrs)
499 00
5314 00 1180 3
Hydrograph 1
water level (ft) 492.834 at 22.26 (hrs)
Start _Elevation(ft)
486.00 Vol.(cy) 0.0000
Curve storage (cy) 331.789
ROUTED OUTFLOW 2-yr 24-hr Peak SCS TR-55 Storm Event
5 Outlet Structures
Outlet structure z
time incr (minlhrs) 0.02
Hydrograph 2
Outlet structure o
Weir
time limit (minlhrs) 30.00
ROUTED OUTFLOW io-yr 24-hr Peak SCS TR-55 Storm Event
Orifice
name: Riser
file: z YEAR-o.oz hr intervals.txt
inflow (cfs) 16.8ig at 11.98 (hrs)
name: Orifice
diameter (in) 30.000
volume (cy) 572.95
discharge (cfs) 6.35o at 12.18 (hrs)
area (sf) o.1io
side angle 0.000
routed true
water level (ft) 495.442 at 22.28 (hrs)
diameter or depth (in) 4.500
coefficient 3.300
time in houirs true
storage (cy) 612.387
width for rect. (in) 0.000
invert (ft) 496.67o
multiple 1
Hydrogriaph z
Hydrograph 3
coefficient 0.500
invert (ft) 486.000
discharge into riser
Curvre
ROUTED OUTFLOW 25-yr 24-hr Peak SCS TR-55 Storm Event
multiple 1
transition at (ft) 0.76o
ROUTED OUTFLOW 10 r z Ihr Peak SCS TR Storm Event
Y 4 55
inflow cfs) z . at 21. 8 (hrs
( 3 449 9 )
discharge into riser
orifice coef. 0.50o
.500
time incr (minlhrs) 0.02
discharge (cfs) 1z.o17 at 1z.14 (hrs)
orifice area (sf)
time limit (minlhrs) 30.00
water level (ft) 496.968 at 22.14 (hrs)
Outlet structure 1
file:lo YEAR-a.oz hr intervals.txt
storage (cy) 8z6.158
Orifice
Outlet structure 3
volume (cy) 2339.02
routed true
Hydrograph 4
name: Mid -flow Orifice
area (sf) o.196
Culvert
name: Barrel
time in hours true
too-yr 24-hr Peak SCS TR-55 Storm Event
diameter or depth (in) 6.000
multiple 1
Hydrogrlaph 3
inflow (cfs) 33.975 at 11.98 (hrs)
discharge (cfs) 28.923 at 22.04 (hrs)
width for rect. (in) 0.000
discharge out of riser
Curve
water level (ft) 497.920 at 1z.04 (hrs)
coefficient o.5
D (in) 15.000
h (in) o.000
ROUTED OUTFLOW 25-yr 24-Ihr Peak SCS TR-55 Storm Event
storage (cy) 980•935
invert (ft) 492.670
multiple
Length (ft) 80.000
02
time incr (minlhrs) o.oz
4
discharge into riser
Slope 0.005
time limit (minlhrs)
BASIN B NOTES:
B INSTALLED N ALL ORIFICE OPENINGS.
1. STATE APPROVED TRASH RACKS SHALL E S O O IC GS
INSTALLED ON THE RISER AS SHOWN & MEETING THE MINIMUM SPECIFICATIONS
2. A CONCRETE FOUNDATION SHALL BE INS O S SET FORTH IN THE VESCH SPEC. #3.14.
IN I L Y SHALL BE CONSTRUCTED WITH A CREST ELEVATION
P DE BIORETENTION BASIN SP L WA SHA S ION OF 497',
3. AS SHOWN ON THE LAMS, A 30'WIDE CREATING A MAXIMUM
BIORETENTION BASIN PONDING DEPTH OF 12". THE BIORETENTION BASIN WEIR WILL THEN OUTFALL TO THE DOWNSTREAM DETENTION CELL FOR QUANTITY
CONTROL.
4. CONTRACTOR AND CONSTRUCTION SHALL ADHERE TO ALL OSHA REQUIREMENTS. ADDITIONALLY, SPECIAL ATTENTION SHALL BE GIVEN TO THE CONSTRUCTION
SHORING ASSOCIATED WITH THE BIORETENTION BASIN EXCAVATION.
TRASH RACKS
TO
BE INST
LLED ON
ALL ORI
ICES PT
VSMH TECHNICAL
BULLET�N
#7 1
510
ORIFICE
COEFFICIENT
= Of
I
510
EIR AT ROCK WEIR AT
ROCK
PROPOSED
03
" CL. III
CP
ELEV. 99.0' ELEV. 498.0'
RISER
RIM ELE
.=496.67
_..._...--•_ ---WITH 5'----'....__ _._._____..----WITH 5'-------
-._.._.
---.......___
___...._-
.__._ .__._.
_--
wIFfA
SON�T
SH RACK----"--
NOTCI� AT NOTC AT
C I NO 0
4-06" �VIID
FLUY
- ORIFIC
S
40
5O5
AT ELFV.
492.61
5O5
'
LOW FLOW
ORIFICE
AT-_
-------- -------i------------- ---- - ---- --
--- --
-----
----
-1-04.5'
ELE-
486.00 (r/BMP
DEBRIS
PROPOSED
CAGE
C OUT, SEE
-- ET) IL F
100-YR
= 49
WSE
.920
PROPOSED
O
DAM ECV.
IO' WIDE
= 499'
TOP
31 ( ADDITION L
I INFORMATION (TYP.)
500 j\/--
I
10-YR
WSE
(
45'
IDE GRASS
RGENCY
LINE
SPILLW
Y CREST
5OO
- - I_- _ _ -
_
_ = 49
'-
.442
_
___EM
ELE
497.7
OSED
PR PBIORETNTION
PRE-TJRI CELLSURFACE
RIPRAP I ELEV. 4 6.0
2 1'
= 49
WS E
. 4
-__
CANNEL------.... I_-.-.--_.---_. __ __.__-- --•----___ __._
_.._ ___
,_..._-----__....____--
�---___---
.. __-•----
ROPOS D i _ . _ _
._. - - -_
495 FOREB Y -_ - - -
ENT
- -----
--------
I-- ---
-- --- 9
9' MAX
--------
--
495
PR -TREAT _
6' OF STATEAPPROVED
SOIL MEDIA. SIDE SLOPE
- EXCAVATION NEED NOT BE - "-
_ _"-
VERTICAL. - - -
77 3 MINIMUM PEA GRAVEL LAYER - - - -
------
------
--------
_-___
-______
12" MINIMUM GRAVEL SUMP --
i
12'
P Q_4 SED_L�VEL
ELEV=
88.75'
1
0
29' (FU
HERS-_
URE 8"
15_ S
SAN B
M
-
__..__2.._ ._.-_...__.._.,.__ ._.__._...._.__(MIN;.D
BIORETENTION) BAST
_. .PTH)..
.__..___.....__.._
_�____.______...._..._.__
�VER T
BE PROVIDED
Ar
ME
OF INST
LLATIOd
6" SCHEDULE 40 PERFORATED PVC UNDERDRAINS, 1o' MAXIMUM
485
SPACING WITH CLEANOUTS, SHALL BE INSTALLED THROUGHOUT
THE BIOFILTER IN THE LOWER STONE LAYER. UNDERDRAINS
-- RISER -
------
-
--
SHALL BE SLOPED TO DRAIN TO THE RISER STRUCTURE OR TO
FOOTING
I
VDOT
STD.
EW 1
I
482
DAYLIGHT INTO THE DETENTION CELL & SHALL HAVE A iz" STONE
I 015" CL. III RCP
SUMP LOCATED BELOW THE INVERT OF THE UNDERDRAINS.
BARREL
> > N O
INV IN: 486.0;
INV OUT. 485.6
'n
00
N
PROPOSED
RIPRAP ENE
GY DIS
(PATER
O
OUTFALL
VDOT ST
. EC-1 CL.
Al
W W NN
0 N
p p cD
t9 C0 u7 LO LO dam-
L=80'; S=0.50%
In
00
Itd
0)
4-•
RIPRAP
W/GEOFABRIC
L=28; W1=7% W2
NDER
11; D=14'
MENT
W LL
SCALE:
V:1 "=5'
H:1 "=50'
10+00 10+50 11 +00 11 +50 12+00 12+50 13+0U1.5+15
BIORETENTION BASIN'B'
Manning's n 0.013
file: 25 YEAR-o.oz hr IntervalsAxt
MAINTENANCE
Inlet coeff. Ke o.500
volume (cy)) 1982.64
1. BIORETENTION AND DRY SWALES SHALL BE MAINTAINED IN ACCORDANCE WITH COMMONWEALTH OF
Equation constant set
q 3
routed true
time in houirs true
VIRGINIA REQUIREMENTS.
Invert (ft) 486.000
2. MAINTENANCE SHALL OCCUR ANNUALLY EACH SPRING.
Outlet structure 4
Hydrograph 4
3. EACH MAINTENANCE INSPECTION SHALL INCLUDE:
Weir
SCS
3.1. VISUAL INSPECTION - ASSURE 75% TO 90% COVER HAS BEEN ACHIEVED IN THE BED (MULCH AND
name: Emergency Spillway
too-yr 24-hr Peak SCS TR-S5 Storm Event
VEGETATION), MEASURE DEPTH OF REMAINING MULCH
length (ft) 45.000
Area (acres) 4.85o
CN
3.2. CHECK FOR SEDIMENT BUILDUP OR TRASH AND REMOVE IT
side angle 63.43o
79.000
Type 2
3.3. INSPECT BIORETENTION SIDE SLOPES FOR EROSION AND REPAIR
coefficient 343
invert coefficient.000
rainfall, P (in) 9.100
3.4. CHECK INFLOW POINTS FOR CLOGGING, REMOVE ANY SEDIMENT
49
multiple 1
time of conc. (hrs) 0.2200
3.5. LOOK FOR BARE SOIL IN CONTRIBUTING DRAINAGE AREA, AND STABILIZE IMMEDIATELY
discharge through dam
time increment (Mrs) o.ozoo
3.6. CHECK FOR CLOGGED OR SLOW -DRAINING SOIL MEDIA, A CRUST FORMED ON THE TOP LAYER,
time limit (hrs) 30.000
INAPPROPRIATE SOIL MEDIA, OR CAUSES OF INSUFFICIENT FILTERING TIME AND RESTORIE PROPER
fudge factor
routed trueue
FILTRATION CHARACTERISTICS
peakflow(cfis) 34.000
3.7. SPOT RESEEDING - IMMEDIATE STABILIZATION OF BARE OR ERODING AREAS WITH GRASS COVER
peak time (hrs) 11.982
3.8. REPLACE ANY DEAD OR SALT KILLED PLANTS
volume (cy)) 426o.15o
8" GRATE INLET-\
A
6
E
t
E
STR 48
TP=563.60
T ELEV.
61.00
j INV
IN: 55
.10(STR
I INV
OUT:
5
565
I
i
50605(
'
CLEA
OUT-,
IOTTOM
OF
-
----
--
--_ -
-
;WALE
:LEV. 560.9,
0
I
560,
6" SCH. 40 PERF.
i
I
i
PVC UNDERDRAINS
SPACED 20' O.0
INV IN. 556.64
i
555
INV OUT.556.44
i
ADS RIPE
IN.
i
i
L=40; S=0.50% 8"
I('lIV
556.44
552 I INV
OUT;
556.10
(
i 552
27.60; S=1.23%
J J
Ln
In
(D
W W
O
(0
W LA_
L5
10+00 10+50 11 +0011 +25
SCALE:
V:1"=5' S H:1 "=50' WALE #s.
50)
'R 46)
)XATERTfQHT CAP
�N-T.1=FiMli`�lAL 1=�1a �,
OF PiP�. `y
x
4� P V O. S01710N :CAP
ON GRADE'
4" P _V:C.. [ )JN!?ERFORATED
/ ST,Af`d0PIPE
/
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Figure 9-B.1. 4" P V.G. Cleanout Detail
H
0
f
SCOT'T R. COLLINSt2�
No. 35791 �
�4Q�-
IONAL E�Ot
z
z
O
3r
:7
a
a(
O
0
U
U
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m
z
z
0
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O
O
Q
ZZ
a
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~
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w
®
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n o
L.
06
O _l
� J
,0
U
y LEGEND
ROADS
EXISTING CULVERT
CUL VERT
Q
DROP INLET & STRUCTURE NO.
CURB
CURB & GUTTER
PROPOSED PAVEMENT
EC-3A DITCH
6•
DEPTH OF EC-3A DITCH
EC-2 DITCH
g"
DEPTH OF EC-2 DITCH
EARTH DITCH
DRIVEWAY CULVERT
+
BENCH MARK
- e _ - ®
CLEARING LIMITS
S
VDOT STANDARD STOP SIGN
- - - - zoo- - - -
EXISTING CONTOUR
20o
PROPOSED CONTOUR
240.55
PROPOSED SPOT ELEVA77ON
./--
TBC DENOTES TOP/BACK OF CURB
T/B DEN07ES TOP OF BOX
EROSION CONTROL VIRGINIA TROL
HANDBOOK SPECIFICATION NUMBER
DD >P,
TEMPORARY DIVERSION DIKE
3.09
OST oo 000
TEMPORARY SEDIMENT TRAP
3.13
SB ®
SEDIMENT BASIN
3.14
lP--
INLET PROTECTION
3.07
SFX x x
SIL T FENCE
3.05
CE
CONSTRUCTION ENTRANCE
J. 02
PS PS
PERMANENT SEEDING
3.32
ClP
CULVERT INLET PROTEC7ON
3.08
DC DC
DUST CONTROL
3.39
SA
SAFETY FENCE
3.01
TEMPORARY RIGHT-OF-WAY
3.11
DIVERSION
TABLE:3639--A
ADHESIVES USED FOR DUST CONTROL
Water.
Application
Mution
'Cype Of Rate.
Adhesive { wive: Water) CallonsfAcre
Ao.iOrlie
Asphalt Emulsion 7:1
Coarse Spray 1,200
1 atex E i
mull ou 12.5:1
Pin 2 5
Pine Spray 3
Resin in Water 4:1
Fine Spray 300
Acrylic'Eaiulsi0n
(Pion Traffic) 7.1
Coarse Spray 450
Acrylic Emulsion
(Traffic) 3.5:1
Coarse Spray 350
Source: Va. DSW.C'.
SiOO L $1d K (.1 OR
MTiAL US
PER AM
KENTUCKY 31 FESCUE
128 LBS.
RED TOP GRASS
2 LBS.
SEASONAL NURSE CROP
20 LBS.
SEASONAL NURSE CROP
150 LBS
FEBRUARY 16 THROUGH APRIL
ANNUAL RYE
MAY 1 THROUGH AUGUST 15
FOXTAIL MILLET
AUGUST 16 THROUGH OCTOBER
ANNUAL RYE
NOVEMBER THROUGH FEBRUARY 15 WINTER RYE
NOTES:
1. LIME AND FERTILIZER NEEDS
SHALL BE DETERMINED BY SOIL
TESTS AND APPLIED IN ACCORDANCE WITH VESCH STD. 3.32.
2. SEEDINGS TO BE MULCHED
IMMEDIATELY UPON COMPLETION
OF SEED APPLICATION, IN ACCORDANCE W/ VESCH STD 3.35.
PS PERMANENT SEEDING SCHEDULE
GENERAL NOTES
I. THE OWNER/CLIENT OF THIS PROPERTY IS.•
MOSS ACQUISITIONS
321 E MAIN STREET
CHARLOTTESWLLE, VA 2290)2
A VINI TY ESTATES LLC
455 SECOND STREET SE, 5MH FLOOR
CHARLOTTESWLLE, VA 2290)2
2. THE DEVELOPER OF THIS PROPERTY IS:
RIVERBEND DEVELOPMENT, IINC.
321 E MAIN ST, SUITE 201
CHARLOTTESVILLE, VA 229072
ATTN. ALAN TAYLOR
J. THESE PLANS HAVE BEEN PREPARED BY-
COLLINS ENGINEERING, INC
200 GARRETT STREET, SU17FE K
CHARLOTTESVILLE, VA 2290)2
TELEPHONE: (434) 293-37119 FACSIMILE: (434) 293-2813
4. SOURCE OF TOPO & SURVEY SURVEY PROVIDED BY ROUDABUSH, GALE, AND
ASSOCIATES, DATED AUGUIST 2013. TOPO FIELD VERIFIED DECEMBER 2014.
5. ZONING., PRD-PLANNED RE,'SIDEN77AL DEVELOPMENT ZMA 2013-016
6. TAX MAP AND PARCEL NUhYBER: 91-16C, 91-16E, 91-16A, 91-14
Z USGS DATUM: NAD 83
8. LOCATION/ADDRESS OF PROJECT EAST OF AVINITY I DEVELOPMENT
9. TOTAL ACREAGE OF SITE. • 1.:3.453 ACRES
10. SITE PHASING. • MAXIMUM FOUR PHASES
11. PUBLIC UTILITIES' CONNECT TO EXISTING PUBLIC SEWER AND WATER
* COLLINS ENGINEERING SHALL NOT HAVE AUTHORITY OVER CONTRACTOR'S WORK,
SAFETY PRECAUTIONS, SCHIEDULES, OR COMPLIANCE WITH LAWS AND REGULATIONS
WE SHALL NOT ASSUME RESPONSIBILITY FOR ANY CONSMUC77ON STARTED PRIOR TO
PLAN APPROVAL.
EROSION & SEDIMENT CONTROL
MEASURES:
STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE IN ACCORDANCE
WITH THE VIRGINIA EROSION AND) SEDIMENT CONTROL HANDBOOK. STRUCTURAL
PRACTICES USED IN THIS SECTION CONSIST OF THE FOLLOWING.'
3,01 SAFETY FENCE.-
A PR07EC77VE BARRIER INSTALLED TO PREVENT ACCESS TO AN EROSION CONTROL MEASURE.
TO PROHIBIT THE UNDESIRABLE USE OF AN EROSION CONTROL MEASURE BY 7HE PUBLIC.
APPLICABLE TO ANY CONTROL MEASURE OR SERIES OF MEASURES WHICH CAN BE CONSIDERED
UNSAFE BY VIRTUE OF POTEN77AL ACCESS BY THE PUBLIC.
3.02 CONSTRUCTION EN7RANCE-:
A STABILIZED PAVED CONS7RUC770M1 ENTRANCE W1771 A WASH RACK LOCATED AT POINTS OF
VEHICULAR INGRESS AND EGRESS ON A CONSTRUCTION SITE TO REDUCE THE AMOUNT OF
MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF.
CONS7RUC7I0N ENTRANCES SHALL IBE INSTALLED AS SHOWN ON THE PLANS TO REDUCE THE
AMOUNT SEDIMENT TRANSPORTED ONTO PUBLIC ROADWAYS.
3.05 SILT FENCE.-
A TEMPORARY SEDIMENT BARRIER (CONSISTING OF A SYN7HE71C FILTER FABRIC STRETCHED
ACROSS AND ATTACHED TO SUPPORTING POSTS AND ENTRENCHED, TO INTERCEPT AND DETAIN
SMALL AMOUNTS OF SEDIMENT FROIM_ DISTURBED AREAS DURING CONS7RUC770N OPERATIONS IN
ORDER TO PREVENT SEDIMENT FROA1 LEAVING THE SITE, AND TO DECREASE THE VELOCITY OF
SHEET FLOWS AND LOW -TO -MODERATE LEVEL CHANNEL FLOWS THE SILT FENCE BARRIERS
SHALL BE INSTALLED DOWN SLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT
LADEN RUNOFF FROM SHEET FLOW AS INDICATED. THEY SHALL BE INSPECTED IMMEDIATELY
AFTER EACH RAINFALL AND MAINTAINED IN ACCORDANCE WITH THE VIRGINIA EROSION &
SEDIMENT CONTROL HANDBOOK (VESCH).
3.07 STORM DRAIN INLET PROTECTION:
A SEDIMENT FILTER OR AN EXCAVATED IMPOUNDING AREA AROUND A STORM DRAIN DROP
INLET OR CURB INLET. TO PREVENT SEDIMENT FROM ENTERING STORM DRAINAGE SYSTEMS
PRIOR TO PERMANENT STABILIZA7ON OF THE DISTURBED AREA. INLET PR07EC77ON APPLIES
WHERE STORM DRAIN INLETS ARE TO BE MADE OPERATIONAL BEFORE PERMANENT
STABILIZATON OF THE CORRESPONDING DIS77JRBED DRAINAGE AREA.
3.09 TEMPORARY DIVERSION DIKE
A TEMPORARY RIDGE OF COMPACTED SOIL CONSTRUCTED AT THE TOP OR BASE OF A SLOPING
DISTURBED AREA. TO DIVERT STORM RUNOFF FROM UPSLOPE DRAINAGE AREAS AWAY FROM
UNPROTECTED DISTURBED AREAS AND SLOPES TO A STABILIZED OUTLET. TO DIVERT
SEDIMENT -LADEN RUNOFF FROM A DISTURBED AREA TO A SEDIMENT -TRAPPING FACILITY SUCH
AS A SEDIMENT TRAP OR SEDIMENT BASIN. USE WHEREVER STORMWATER RUNOFF MUST BE
TEMPORARILY DIVERTED TO PROTECT DISTURBEDRETAIN SEDIMENT ON
T DU NS U RON. THESE ST U .v OF 18
SITE RING CO TR C R Cr RES GENERALLY HAVE A LIFE EXPECTANCY
MONTHS OR LESS WHICH CAN BE PROLONGED WITH PROPER MAINTENANCE. 3.13 TEMPORARY SEDIMENT TRAP:
A TEMPORARY PONDING AREA FORMED BY CONSTRUC77NG AN EARTHEN EMBANKMENT WITH A
STONE OUTLET. TO DETAIN SEDIMENT -LADEN RUNOFF FROM SMALL DISTURBED AREAS LONG
ENOUGH TO ALLOW THE MAJORITY OF THE SEDIMENT TO SETTLE OUT. USE BELOW DISTURBED
AREAS WHERE THE TOTAL CONTRIBUTING DRAINAGE AREA IS LESS THAN 3 ACRES, WHERE THE
SEDIMENT TRAP WILL BE USED NO LONGER THAN 18 MONTHS, AND IT MAY BE CONSTRUCTED
EITHER INDEPENDENTLY OR IN CONJUNCTION WITH A TEMPORARY DIVERSION DIKE.
J. 14 TEMPORARY SEDIMENT BASIN:
A TEMPORARY BARRIER OR DAM W77H A CON7ROLLED STORMWATER RELEASE STRUC77JRE
FORMED BY CONSTRUC77NG AN EMBANKMENT OF COMPACTED SOIL ACROSS A DRAINAGEWAY.
"WET"
AND as
DETAIL SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN TO A l "DRY"
LONG ENOUGH FOR THE MAJORITY OF THE SEDIMENT TO SETTLE OUT. APPLIES BELOW
DISTURBED AREAS WHERE THE TOTAL CONTRIBUTNG DRAINAGE AREA IS EQUAL TO OR
GREA7ER THAN THREE ACRES 77-IIERE MUST BE SUFFICIENT SPACE AND APPROPRIATE
TOPOGRAPHY FOR THE CONSTRUCT710N OF A TEMPORARY IMPOUNDMENT.
3.18 OUTLET PRO7EC77ON:
STRUCTURALLY LINED APRONS OR OTHER ACCEPTABLE ENERGY DISSIPA77NG DEVICES PLACED
AT 77.1E OUTLETS OF PIPES OR PAIVED CHANNEL SECTIONS. TO PREVENT SCOUR AT
STORMWATER OUTLETS TO PROTECT THE OUTLET STRUCTURE, ZE E POTEN77AL
RMW ER EAND TO MINIMIZE 7H
FOR DOWNSTREAM EROSION BY REDUCING THE VELOCITY AND ENERGY OF CONCENTRATED
STORMWATER FLOWS APPLICABLE TO THE OUTLETS OF ALL PIPES AND ENGINEERED ,CHANNEL
SECTIONS
3.19 RIPRAP:
A PERMANENT, EROSION -RESISTANT GROUND COVER OF LARGE, LOOSE, ANGULAR STONE WITH
FILTER FABRIC OR GRANULAR UNDERLINING. TO PR07ECT THE SOIL FROM THE EROSIVE
FORCES OF CONCENTRATED RUNOFF, SLOW THE VELOCITY OF CONCENTRATED RUNOFF WHILE
ENHANCING THE POTENTIAL FOR INIFILTRATION, AND TO STABILIZE SLOPES WITH SEEPAGE
PROBLEMS, AND/OR NON -COHESIVE` SOILS USE WHEREVER SOIL AND WATER INTERFACE AND
THE SOIL CONDITIONS, WATER TURBULENCE AND VELOCITY, EXPECTED VEGETA77VE COVER, ETC.,
ARE SUCH THAT THE SOIL MAY ERODE UNDER THE DESIGN FLOW CONDITIONS.
3.31 TEMPORARY SEEDING:
THE ESTABLISHMENT OF A TEMPORARY VEGETA77VE COVER ON DISTURBED AREAS BY SEEDING
WITH APPROPRIATE RAPIDLY GROWING ANNUAL PLANTS TO REDUCE EROSION AND
SEDIMENTA7ON BY STABILIZING DISTURBED AREAS THAT WILL NOT BE BROUGHT TO FINAL
GRADE FOR A PERIOD OF MORE THAN 30 DAYS TO REDUCE DAMAGE FROM SEDIMENT AND
RUNOFF TO DOWNSTREAM OR OFF-517E AREAS, AND TO PROVIDE PR07EC77ON TO BARE SOILS
EXPOSED DURING CONSTRUCTION LUN77L PERMANENT VEGETATION OR OTHER EROSION CONTROL
MEASURES CAN BE ESTABLISHED.
3.32 PERMANENT STABILIZATION:
THE ESTABLISHMENT OF PERENNIAL VEGETA77VE COVER ON DISTURBED AREAS BY PLAN77NG
SEED. TO REDUCE EROSION AND DECREASE SEDIMENT YIELD FROM DISTURBED AREAS TO
PERMANENTLY STABILIZE DISTURBED AREAS IN A MANNER 771AT IS ECONOMICAL, ADAPTABLE TO
SITE CONDITIONS, AND ALLOWS SELECTION OF THE MOST APPROPRIATE PLANT MATERIALS. TO
IMPROVE WILDLIFE HABITAT. TO ENHANCE NATURAL BEAUTY. UPON COMPLETION OF
CONSMUC77ON ACTIVITIES, ALL AREAS WILL RECEIVE A PERMANENT VEGETA77VE COVER.
3.39 DUST CONTROL:
REDUCING SURFACE AND AIR MOVEMENT OF DUST DURING LAND DISTURBING, DEMOLITION AND
CONSTRUCTION AC77WTIES TO PREVENT SURFACE AND AIR MOVEMENT OF DUST FROM
EXPOSED SOIL SURFACES AND REDUCE 7HE PRESENCE OF AIRBORNE SUBSTANCES WHICH MAY
PRESENT HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS OR HARM ANIMAL OR PLANT LIFE.
DUST CONTROL MEASURES SHALL ;BE EMPLOYED TO PREVENT SURFACE AND AIR MOVEMENT OF
DUST DURING CONSTRUCTION. MEASURES EMPLOYED SHALL BE IN ACCORDANCE WITH THE
VESCH.
EROSION CONTROL NOTES
ES-1: UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STTRUCTURAL EROSION
AND SEDIMENT CONTROL PRACTICES 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
REGULA TIONS
ES-2: THE PLAN APPROVING AUTHORITY MUST BE N077FIED OINE WEEK PRIOR TO
THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOIR TO THE
COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND OINE WEEK PRIOR TO
THE FINAL INSPECTION.
ES-J. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR
TO OR AS THE FIRST STEP IN CLEARING.
ES-4: A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL
BE MAINTAINED ON THE SITE AT ALL TIMES.
ES-5.-PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN' AREAS OTHER THAN
INDICATED ON THESE PLANS (INCLUDING BUT NOT LIMITI-ED TO, OFF -SITE
BORROW OR WASTE AREAS), THE CONTRACTOR SHALL .SUBMIT A
SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNEER FOR REVIEW AND
APPROVAL BY THE PLAN APPROVING AUTHORITY.
ES-6: THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL
EROSION CONTROL MEASURES NECESSARY TO PREVENT' EROSION AND
SEDIMENTATION AS DETERMINED BY THE PLAN APPROWING AUTHORITY.
ES-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 STABILIZA7ION IS ACHIEEVED.
ES-8: DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN
APPROVED WATER FILTERING DEVICE.
ES-9: THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES
PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT.
ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN IIHE EFFECTIVENESS
OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY.
EROSION CONTROL NOTES
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 INSPIECRON.
2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSP7RUCTED 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
J. 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 07HER 774AN INDICATED
ON THESE PLANS (INCLUDING, BUT NOT LIM17ED TO, OFF -SITE BOORROW OR WASTE
AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO
77-IE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROWING AUTHORITY.
6. TFIE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION
CON7ROL MEASURES NECESSARY TO PREVENT EROSION .AND SEDIMENTATION AS
DETERMINED BY THE PLAN APPROVING AUTHORITY.
Z ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT
ALL 77MES DURING LAND DISTURBING ACTIVITIES AND DURING SIVE DEVELOPMENT UN77L
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 EFFEC77VENESS OF THE EROSION CONTROL DEVICES SHALL BE
MADE IMMEDIA TEL Y.
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
0 0 S SHALL BE INERT MATERIALS ONLY FREE F ROOTS, STUMPS, Wi000 RUBBISH N OTI-I R
A e. E ONLY, a ,
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.• OOAM TO 9: OOPM.
15. BORROW, FILL OR WASTE AC77VITY 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 0 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 ERO-3ION
CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY
LOT
C Q a
UNIT BUILDING OR OTHER PORTION OF THE PROPERTY.
1 Z TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO
BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO ]FEBRUARY TO CONSIST A
50150 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. ALTERNA77VES 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 957. KENTUCKY 31 OR TALL FESCUE AND
C BLUEGRASS. GRASS OR KENTUCKY STRAW MULCH IS TO BE APPLIED
D 5q PERENNIAL RYE
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
IMMEDIA TEL Y. SILT TRAPS ARE TO BE CLEANED WHEN 509" OF ZHE 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
IMMEDIA TEL Y.
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.
21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WITHIN 1 YEAR OF
THE DATE OF APPROVAL. (WATER PR07EC77ON ORDINANCE SECONN 17-204G.)
22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9)
MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER
PROTECTION ORDINANCE SECTION 17-2078)
SOIL DESCRIPTION
71 B - RABUN CLAY LOAM-27. TO 77. SLOPES SOIL IS WELL DRAINED, WITH
MORE THAN 80 INCHES TO THE WATER TABLE. MADE FROM RESIDUUM
WEATHERED FROM GREENSTONE, THIS SOIL HAS CONmEX DOWN AND
ACROSS -SLOPE SHAPE. NO FREQUENCY OF PONDING OR FLOODING,
MODERATE WATER CAPACITY, AND MODERA TEL Y HIGH' TO HIGH KSA T.
RABUN CLAY-77. TO 15q SLOPES, SOIL IS WELL DRAINED, MODERATELY
72C3 -HIGH TO HIGH KSAT, MORE THAN 80 INCHES TO THE WATER TABLE, NO
FREQUENCY OF PONDING OR FLOODING, MODERATE WATER CAPACITY, MADE
FROM RESIDUUM WEATHERED FROM GREENSTONE.
RABUN CLAY-157. TO 257. SLOPES, SOIL IS WELL DRAINED, MODERA TEL Y
72D3 -HIGH TO HIGH KSAT, MORE THAN 80 INCHES TO THE WATER TABLE, NO
FREQUENCY OF PONDING OR FLOODING, MODERATE WATER CAPACITY, MADE
FROM RESIDUUM WEATHERED FROM GREENSTONE.
NO SCALE 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO THE POSTS. 3. ATTACH THE FILTER FABRIC TO
(STD. & SPEC. 3.32 OF VIRGINIA EROSION & TRENCH UPSLOPE ALONG THE LINE THE WIRE FENCE AND EXTEND
SEDIMENT CONTROL HANDBOOK, 3RD ED.) OF POSTS IT INTO THE TRENCH.
I vfipA�� oft
•i a; FAMC
ENEMCMM
CONFACM SOILmain"
= 1
.�TEMPORARY
SIL T FENCE
sF (WITH WIRE SUPPORT) . E
NO SCALE
4. BACKFILL AND COMPACT THE
EXCA VA TED SOIL.
EXTENSION OF FABRIC AND WIRE INTO THE TRENCH.
EROSION CONTROL NOTES &NARRATIVE
DESCRIPTION OF EROSION &SEDIMENT
PURPOSE:
CONTROL MEASURES:
THE PURPOSE OF THIS LAND -DISTURBING ACTIVITY IS TO CREATE A 57 LOT SUBDIVISION. THE TOTAL
ACREAGE TO BE DISTURBED WITH THIS PLAN IS 12.20 ACRES
EROSION AND SEDIMENT CONTROL MEASURES.
EXIS77ING SITE CONDITIONS.'
IT IS AN77CIPATED THAT A CONSTRUCTION ENTRANCE, TEMPORARY DIVERSION
THE EXISTING SITE IS A SOMEWHAT WOODED HILLY PARCEL. THERE ARE TWO EXISTING HOUSES THE SITE IS
GENERALLY WELL DRAINED WITH SOME CRITICAL SLOPES EROSION AND SEDIMENT CONTROL MEASURES HAVE
DIKES, RIGHT OF WAY DIVERSION, SEDIMENT TRAPS AND BASINS, OUTLET
BEEN DESIGNED TO CONFORM TO THE EXISTING SITE SLOPE AND PROTECT THE ADJACENT PROPERTIES.
PROTECTION, INLET PROTECTION, AND SILT FENCE WILL BE INSTALLED TO
ADJACENT AREAS.
CONTROL SURFACE DRAINAGE. TEMPORARY SEEDING WILL BE USED IMMEDIATELY
THE SITTE IS POSITIONED BETWEEN 'SCOTTSVILLE ROAD AND AVON STREET EXTENDED. AVINITY 1 IS WEST OF
FOLLOWING ALL LAND DISTURBANCE ACTIVITIES. TEMPORARY STOCKPILE AREAS
THE SIME. KAPPA SIGMA FRATERNITY HEADQUARTERS BORDERS THE SITE ON THE EAST. RESIDENTIAL LAND IS
WILL BE MAINTAINED FROM TOPSOIL THAT WILL BE STRIPPED FROM AREAS TO BE
NORTH AND SOUTH OF THE SITE. ,
GRADED AND STORED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL BE
OFFSI ZE LAND DISTURBANCE.'
THE S111E WILL TIE INTO THE EXISTING ROADS OF AVINITY 1. THERE IS ALSO MINIMAL OFFSITE GRADING ALONG
ON SITE AND SHALL BE STABILIZED WITH A TEMPORARY VEGETA77VE COVER.
THE SOUTH BORDER INTO THE PEBBLE DRIVE ROW.
PERMANENT SEEDING WILL BE PERFORMED FOR ALL AREAS WHICH WILL NO
CRITIC: L AREAS.'
LONGER BE EXCAVATED AND WHERE CONSTRUCTION ACTIVITIES HAVE CEASED.
CRITICAL SLOPES ON -SITE WILL BE PROTECTED. CARE WILL BE TAKEN TO PREVENT THE EROSION AND
PERMANENT SEEDING SHALL ALSO BE PERFORMED FOR ALL DENUDED AREAS
SEDIMENTATION OF THE EXISTING GRADE AND TO PROTECT NEIGHBORING PROPERTIES
WHICH WILL BE LEFT DORMANT FOR A YEAR OR MORE. SELECTION OF SEED
SOILS:'
MIXTURE WILL DEPEND ON THE TIME OF YEAR APPLIED. TEMPORARY SEEDING
SEE SOILS BOUNDARIES ON THE EROSION AND SEDIMENT CONTROL PLAN PHASE 1 SHEET, AND DESCRIPTIONS
WILL BE PERFORMED FOR ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT
ON THIIS SHEET.
FOR MORE THAN SEVEN DAYS THESE AREAS SHALL BE SEEDED WITH FAST
SEQUENCE OF CONS77?UC77ON:
GERMINATING VEGETATION IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS.
1. NOTIFY ALBEMARLE COUNTY TO SCHEDULE A PRE -CONSTRUCTION MEETING AS REQUIRED.
2 NO EROSION CONTROL MEASURES MAY BE REMOVED DURING THE CONSTRUCTION PROCESS WITHOUT THE
SELECTION OF SEED MIXTURE WILL DEPEND ON THE 77ME OF YEAR APPLIED.
APPROVAL FROM THE INSPECTOR ON THE PROJECT.
J. INSTALL THE PAVED CONSTRUCTION ENTRANCE WITH WASH RACK AS SHOWN ON THE PLANS.
3.01 SAFETY FENCE - SAFETY FENCE WILL BE INSTALLED AROUND ALL
CONSTRUCTION ENTRANCE TO BE INSTALLED WHERE CONSTRUCTION VEHICLE ROUTES INTERSECT PAVED
PROPOSED SEDIMENT BASINS AND SEDIMENT TRAPS.
PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY (VEHICULAR)
3.02 CONSTRUCTION ENTRANCE - ONE CONSTRUC7ON ENTRANCE SHALL BE
TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PUBLIC ROAD
INSTALLED AT WES7HALL DRIVE. THIS WILL BE THE ONLY POINT OF INGRESS
SURFACE, THE ROAD SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE
REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPOR77NG TO A SEDIMENT CONTROL
AND EGRESS TO THE SITE. CARE WILL BE TAKEN TO PROTECT ADJACENT
DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT /S REMOVED /N THIS
ROADWAYS FROM TRANSFER OF SEDIMENT.
MANNER. INSTALL THE WASH RACK UPHILL FROM PROPOSED SEDIMENT TRAP #1. ACSA WILL DETERMINE
3.05 SILT FENCE- SILT FENCE WILL BE PLACED ON THE DOWNSTREAM SIDE OF
THIE APPROPRIATE METHOD OF SUPPLYING THE WASH RACK. PARKING AND CONSTRUCTION ENTRANCE
DISTURBANCE WHERE NOTED ON THE PLANS.
AREAS SHALL BE CLEARED OF ALL VEGETATION, ROOTS, OR 07HER OBJECTIONABLE MATERIALS BEFORE
3.07 STORM DRAIN INLET PROTECTION- IP WILL BE INSTALLED ON EACH
CONSTRUCTION ROAD STABILIZATION IS INSTALLED.
4. INSTALL THE INITIAL CONSTRUC7ON MEASURES AS SHOWN ON THE PHASE I EROSION CONTROL PLAN
PROPOSED INLET AS SHOWN ON THE PLANS.
SHEETS THIS INCLUDES 2 SEDIMENT BASINS, SILT FENCE, ROW DIVERSIONS DIVERSION DIKES, WALLS, AND
3.09 TEMPORARY DIVERSION DIKE- DIVERSION DIKES WILL BE USED AROUND THE
DRAINAGE PIPES SHALL ALSO BE INSTALLED AT THIS TIME. STABILIZATION MEASURES SHALL BE APPLIED
PERIMETER OF SITE DISTURBANCE WHERE SHOWN ON THE PLANS TO DIRECT
TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES, AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION.
RUNOFF TO ON -SITE SEDIMENT CONTROL FACILITIES.
MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP WITH ANY LAND
3.13 TEMPORARY SEDIMENT TRAP- TEMPORARY SEDIMENT TRAPS WILL BE
DISTURBANCE ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES
INSTALLED WHERE SHOWN ON THE PLANS.
PLACE.
5. INSTALL ANY REMAINING EROSION CONTROL ITEMS AS SHOWN ON THE PHASE I EROSION CONTROL PLAN.
3.14 TEMPORARY SEDIMENT BASIN- TEMPORARY SEDIMENT BASINS WILL BE
6. ONCE ALL THE EROSION CONTROL ITEMS HAVE BEEN INSTALLED AS SHOWN ON THE PHASE 1 EROSION
INSTALLED WHERE SHOWN ON THE PLANS
CONTROL PLAN AND THE INSPECTOR HAS APPROVED THE EROSION CONTROL MEASURES, THE CONTRACTOR
3.18 OUTLET PROTECTION- TO BE PROVIDED AT THE OU7FALL OF DRAINAGE
CAN BEGIN GRADING OPERATIONS.
PIPES WHERE SHOWN ON PLANS
7. ROUGH GRADE THE S17E TO THE CONTOURS SHOWN ON THE EROSION CONTROL PLAN.
3.19 RIPRAP- RIPRAP SHALL BE INSTALLED AS OUTLET PROTECTION WHERE
8. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN
SHOWN ON THE PLANS.
DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION
SMALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL
3.31 TEMPORARY SEEDING- TEMPORARY SEEDING SHALL BE APPLIED WHERE
REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN 30 DAYS PERMANENT STABILIZATION SHALL BE
SHOWN ON THE PLANS.
APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR.
3.32 PERMANENT SEEDING- PERMANENTLY SEEDING SHALL BE APPLIED WHERE
9. INSTALL THE CONSTRUCTION MEASURES AS SHOWN ON THE PHASE ll EROSION CONTROL PLAN SHEETS.
SHOWN ON THE PLANS.
MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP WITH ANY LAND
3.39 DUST CONTROL- DUST CONTROL SHALL BE APPLIED THROUGHOUT THE SITE
DISTURBANCE ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES
WHERE SHOWN ON THE PLANS
PLACE. THE CLUBHOUSE, BYPASS STORM, AND UNDERGROUND DETENTION WILL NOT BE INSTALLED UNTIL
AFTER UPLAND AREAS ARE SUFFICIENTLY STABILIZED AND SEDIMENT BASIN 1 FOOTPRINT CAN BE REDUCED.
10. INSTALL THE UTILITIES, CURB AND GUTTER, AND ROADS. INLET PROTEC7ON SHALL BE INSPECTED AFTER
STORMWA TER MANAGEMENT
EACH RAINFALL EVENT AND REPAIRS SHALL BE MADE AS NEEDED. IF THE STONE FILTER BECOMES
STORMWATER RUNOFF QUANTITY WILL BETREATED ON -SITE THROUGH THREE
NE MUST
ONa THE STONE
M ITS FUNCTION,
CiLOGGED WITH SEDIMENT SO THAT IT NO LONGER ADEQUATELY PERFORMS
DRY TREATMENT SWALES AND TWO BIORETENT70N BASINS WITH DOWNSTREAM
BE PULLED AWAY AND CLEANED AND/OR REPLACED. INSTALL ANY REMAINING EROSION CONTROL ITEMS
DETENTION. SEE STORMWATER MANAGEMENT PLAN SHEETS
AS SHOWN ON THE PHASE ll EROSION CONTROL PLAN.
11. UPON INSPECTOR APPROVAL,. SEDIMENT BASIN 1 MAY BE REDUCED IN FOOTPRINT TO ALLOW THE
CLUBHOUSE, UNDERGROUND DETEN7ON SYSTEM, AND BYPASS STORM SEWER TO BE INSTALLED.
12, ONCE PHASE II OF CONSTRUCTION IS COMPLETE, THE SITE IS STABILIZED AND THE INSPECTOR HAS GIVEN
APPROVAL, THE CONTRACTOR CAN REMOVE THE EROSION CONTROL MEASURES. NO ITEM SHALL BE
REMOVED UNLESS THE UPSTREAM AREAS ARE STABILIZED AND THE INSPECTOR GIVES PERMISSION.
13. MAINTAIN ALL EROSION CONTROL MEASURES AS SPECIFIED IN THE VIRGINIA EROSION AND SEDIMENT
CONTROL HANDBOOK, REMOVING ONLY WHEN APPROVED BY THE LOCAL PROGRAM ADMINISTRATOR IN
ACCORDANCE W17H THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK.
MAINTENANCE,
14. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER
FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS
IN GENERAL, DURING CONSTRUCTION THE RLD OR CONTRACTOR ON -SITE WILL CHECK
OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM ADMINISTRATOR. TRAPPED SEDIMENT AND THE DISTURBED
ALL EROSION AND SEDIMENT CONTROL MEASURES DAILY AND AFTER EACH
SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY
SIGNIFICANT RAINFALL. MONITORING REPORTS WILL BE REQUIRED FROM THE RLD IF
STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION.
NEEDED. SPECIFIC ATTENTION WILL BE GIVEN TO THE FOLLOWING ITEMS.'
a. SEDIMENT BASINS AND/OR TRAPS WILL BE CLEANED AND MAINTAINED IN
ACCORDANCE WITH THE VIRGINIA EROSION & SEDIMENT CONTROL HANDBOOK.
b.ALL INLET PROTECTION AND GRAVEL OUTLETS WILL BE CHECKED REGULARLY FOR
SEDIMENT BUILDUP THAT WILL PREVENT PROPER DRAINAGE. IF THE GRAVEL IS
CLOGGED BY SEDIMENT, THE GRAVEL WILL BE REMOVED AND CLEANED, OR IT WILL
BE REPLACED.
c. ALL SILT FENCE BARRIERS WILL BE CHECKED REGULARLY FOR UNDERMINING OR
D. ENT SHALL
DEIFRIORA77ON THE FABRIC AND REPAIRED AS REQUIRED. SEDIMENT
OF FA Q
BE REMOVED WHEN THE LEVEL OF SEDIMENT DEPOSITION REACHED HALF WAY TO
77-IE TOP OF THE BARRIER.
d. ALL SEEDED AREAS WILL BE CHECKED REGULARLY TO SEE THAT A GOOD STAND
IS MAINTAINED. AREAS SHOULD BE FER77LIZED AND RESEEDED AS NEEDED.
IN CASE OF EMERGENCY, THE PRIMARY CONTACT FOR THE PROJECT WILL BE THE RLD
WILL BE DETERMINED THE TIME THE
OR CONTRACTOR ON SITE. THE CONTRACTOR WI DETERMN AT
CONTRACT IS AWARDED. IN ADDIT70N THE OWNER MAY BE CONTACTED, MR. ALAN
TAYLOR. UPON COMPLETION OF THE PROJECT, THE OWNER WILL BE RESPONSIBLE
FOR SITE MAINTENANCE.
CUR INLET
---� v
CONCRETE BLOCK
WIRE SCREE�_TFN�
GRAVEL* FILTER
OR 15 COARSE AGGREGATE.
OBLOCK & GRAVEL CURB INLET Q
IP SEDIMENT FILTER 3'Q�-8
NO SCALE
rLa
ALBEMARLE COUNTY
NSTRUC 10N ENTRANCE
TO sv$EDrMrA&A Ecrs flow
70' MIN.
r SM-ZA ASPHALT 70P COURSE
2x-- v
/STING
PAVEMENT
DIVERSION D�CHI SIDE ELEVATION AGGREGATE BASE
70' MIN.
EX. CURB OR
ASPHALT PAVED wAsnRAa< EDGE OF PAV'T
t
3
12, MIN.
EXISTING
PAVEMENT
H P05� ORFus4E
DIVERSION0(T
MINIMUM WIDTH
AT TPPIto NGBr OEME
DESIGN WATE
ELEVATION IS
.0' PLAN VIEW
MUST EXTEND MILL
WIDTH OF
INGRESS AND E
RESS OPERATION SET 1 1/2- WATER
HYDRANT PATH FROST -
12' MIN. PROOF HYDRANT 3'
A80VE GRADE AND 4'
OFF EDGE OF PAVEMENT.
2% _
SECTION A -A
NOTE: A MINIMUIA
WATER TRAP OF 1" IS REQUIRED
WITH A
INIMUM WASH HOSE: OIA. OF 1.5"
PAVED TEMP CONS/' &M
I�AGI SrALE N.T.S.
TABLE 3.31•11
ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS
"QUICK REFERENCE FOR ALL REGIONS'
Rate
Eaanting Dates species Ibs. re
Sept. 1- Feb. 15 50150 Mix of
Annual Ryegrass
(Lolium multi-florum)
& 50 - 100
Cereal (Winter) 1Zye
(Secale cereale)
Feb. 16 - Apr. 30 Annual Ryegrass 60 - 100
(ulium m lu ti-florum)
May 1 - Aug 31 German Millet 50
(Sc L tSctaria italic to ca)
Source: Va. DSWC
SCOTT R. COLLINS-Z;`
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\ 'N V X SILT FENCE DIVERSION DIKE PER VESCH 3.09 OLLINS'Z
DIRECTION OF FLOW SEDIMENT TRAP PER VESCH 3.16 U No. 35791 11h,
653.75 PROPOSED CONTOUR CONSTRUCTION ENTRANCE PER VESCH 3.02 flu
DRAINAGE DIVIDE
'Al CULVERT INLET PROTECTION OUTLET PROTEC71ON PER VESCH 3.18
CULVERT INLET PROTECTION PER VESCH
\ _-~-3.08
-
IN/| ' \ \
DRAINAGE WAY
| \ \
1992
3.01
PROPOSED SAFETY FENCE
r-ANSTALL SIGNS "WARNING: SAF
QUICK SAND, KEEP OU,
MERGENCY SPILLWAY
'
/)c
\pROPO3ED 24' CL. ||
RCP BARREL
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SEDIMENT BASIN SB-1
SCALE. 1 J>i40'
_ _..PROPOSED SAFETY FEINCE
J NSTALL SIGNS "WARMING:
..,QUICK SAND, KEEP OUT"
• �-X � `• � PROPOSED 50' EARTHEN-'_
MERGENCY SPILLWAY
>..... .... ono
\a
PROPOSED 24" CL.
RCP BARREL
.�
' t \ INV IN=487.0(0\\ I / \
]N_V OUT=486..63
\ ROPOSED 36" CL. III RCP RISER
IM=495.25
1 \` W/HANSON ANTI -VORTEX TRASH RACK ..,\
SEDIMENT BASIN SB-2
SCALE. 1 "=40 -$
PROPOSED 15 CL. III RCP BAR
=60';S=0.5%
INV IN=486.00
INIVI OUT=485.60�,<
}�
�� �! �� i� PROPOSED 45' EARTHEN
2
f ,1g / i / >%i MERGENCY SPILLWAY
J '/ :ELEV.=497.75
21
/Z. I �/ I
PROPOSED SAFETY FENCE SAF
NSTALL SIGNS "WARNING:
/QUICK SAND, KEEP OUT„
U
Sediment Basin ##1 Design
M1H.I'YIfSPILLyyAY
2' 1MTHOUT
CREST OF EMERGENCY
SPILLWAY
drainage area (acres)
7.22
DESIGN HIGH WATER
basin volumes: (using 2' contour intervals)
(25-M STORM ELE,41
elevation (ft) contour area (sf)
volume (cy)
O.W
486.00
629.0
0
WIN, 110,
487.00
968.0
29.3
::_
RISER CREST
488.00
1365.0
72.3
" CRYSTORAGE
--,
0£HATERi�lG
°CAGE
490,00
2330.0
207.6
' WET' STORAGE
.: �''• 1l ' fir:::;::
492.00
3482.0
421.4
494.00
4778.0
726.1
496.00
6240.0
1133,0
EDiMF q CLEANOUT Palm
' wEr STORAGE REDUCED
TO 34 C.Y./ ACRE)
497.25
7254.0
1445.0
wet storage:
wet storage required (cy) (67*DA)
483.7
design high water (ft)
496.25
dewatering orifice elevation (ft)
492.41
top of dam (ft)
497.25
wet storage provided at this elevation (cy)
484.0
top width of dam (ft)
10.0
available volume before cleanout (cy) (min. 34*DA)
245.6
bottom of basin (ft)
486.00
cleanout elevation (ft)
490.35
approx bottorm dimensions:
14.5'x67.7'
distance from cleanout to orifice (ft) (> V)
2.06
upstream face slope:
2:1
downstream face slope:
3:1
dry storage:
dry storage required (cy) (67*DA)
483.7
baffles:
NO
principle spillway crest (ft)
495.25
length of flow„ L (ft)
120
dry storage provided at this elevation (cy)
484.0
effective Wdtth, We (ft)
29
diameter of dewatering orifice (in)
5.0
L / We (bafflles not required if > 2)
4.14
diameter of flexible tubing (in) (orifice+2")
7.0
collars:
YES
runoff:
depth of water at spillway crest (ft)
9.20
C (use 0.45 for bare earth)
0.45
slope of upstream face (Z:1)
2:1
to (min)
13.2
slope of barrel (Sb)
0,500/G
1 2yr 3.7
Q 2yr
12,0
length of barrel in saturated zone (Ls)
66.34
1 25yr 5.4
Q 25yr
19.3
number collars required
2
dimension of collars
4,8'x4.8'
principle spillway -
available head (ft)
1.00
emergency sipillway:
YES
diameter riser (in)
36
required capacity (Q25-Qp) (cfs)
0.0
spillway capacity, Qp (cfs)
30.00
bottom width (ft)
50
diameter trash rack (in)
54
slope of exist channel (ft/ft)
33%
barrel length (ft)
73
minimum length of exit channel (ft)
16
head on barrel through embankment (ft)
9.62
crest of spillway (ft)
496.25
diameter of barrel in
24
Sediment Basin #2 Design
drainage, area (acres)
basin volumes: (using 2' contour intervals)
elevation (ft) contour area (sf)
492.00
4165.0
494.00
6137.0
4.96.00
8487.0
497.00
9875.0
498.00
11412.0
49900
12803.0
we_ storage:
wet storage required (cy) (67*DA)
dewatering orifice elevation (ft)
wet storage provided at this elevation (cy)
available volume before cleanout (cy) (min. 34*DA)
cleanout elevation (ft)
distance from cleanout to orifice (ft) (> T)
d storage:
dry storage required (cy) (67*DA)
principle spillway crest (ft)
dry storage provided at this elevation (cy)
diameter of dewatering orifice (in)
diameter of flexible tubing (in) (orifice+2")
runoff:
C (use 0:45 for bare earth)
to (min)
12yr 3,8 Q 2yr
125yr 6.6 Q 25yr
principle spillway:
available head (ft)
diameter riser (in)
spillway capacity, Qp (cfs)
diameter trash rack (in)
barrel length (ft)
head on barrel through embankment (ft)
diameter of barrel (in)
5.16
DESIGN HIGH WATER
(Z-YR. STORM ELEV.)
volume (cy)
0
379.2
• GRY - STORAGE
918.5
1258.2
` A'ET ' STORAGE
1652.1
2100.2
EOttJEtR c�EaWauT P�olrfr
�' WEI " STgtL10E REDUCE°
TO 34 C.Y,/- FCRE)r
MIM.t'WISPILLWAY CREST OF EMERGEMGY
x' WITHour SPILLWAY
--------- -----
RISER CREST
DEWATM4
345.7
design high water (ft)
498.00
494.00
top of dam (ft)
499.00
379.2
top width: of dam (ft)
10.0
175.4
bottom of basin (ft)
492.00
492.93
approx. bottom dimensions:
4VX123'
1.07
upstream face slope:
2:1
downstream face slope:
3.1
345.7
baffles:
NO
495.70
length Of flow, L (ft)
151
458,4
effective width, We (ft)
56.21
4.0
L / We ((baffles not required if > 2)
2.69
6.0
collars:
YES
depth of water at spillway crest (ft)
3.70
0.45
slope of iupstream face (Z:1)
3:1
12.6
slope of (barrel (Sb)
0.50%
8,7
length of barrel in saturated zone (Ls)
22.65
14.0
number collars required
2
dimension of collars
3.TxC3.V
1.00
emergency spillway
YES
30
required capacity (Q25-0p) (cfs)
0.0
24
bottom width (ft)
45
42
slope of exist channel (fYft)
33%
80
minimum length of exit channel (ft),
17.8
12.15
crest of spillway (ft)
497.75
15
SCALE
V:1"=5
H:1 "=5
TRASH
RACK
TO B
INSTALLED
O
ALL
ORIFI
ES PER
VSMH
TECH
ICAL. B
LLETI
#7
515
ORIFICE
COEFFICIE
T = 0.6
Y
I
515
510
I
510
I
�
505
PROPOSED
036" L. III RC':
RISER F
IM505
NTI-V
w1H N
RTEX TR, SH RAC
1 N FEZ
5" DEW
TERING gRIFICE
/7" TUB(
G=492.4
CLEAN
UT=490.35
ROPOS
D IIY WIDE TOP O
DAM
500
LEV. = 4
7.26
500
`
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WIDE
GRASS LI ED
MERGE
CY SPIL-4_WAY CR
ST
LEV.=49
-
. 57 I_--
-
495
---------
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- »�
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EXISTIhIG-GROUND-WI-Tkl
YED INTO
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IL -
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PRE-TR
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ATMEN
(
SC
C
RIFTED KEY FOR
HESION b4ND 6" TOPSOIL
" L.
OIL
M
M RCP
N.
RI
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c
CHANNEL
TRAP
yi,'y
INV IN: 4P7.0;
a'
K�
INV OUT.
86.63
490
490
:::...:...:...
) =73'; s=q.5o°io
- -BID
rOM OF
BASIN
El
485
4s�oo
485
RISER-F
WIDE, CONC.
OTING-(
EM�EDMEN
IN. 18�
EEP� "
(RISER
- _ _
--- -- I-
---
- -
^�
J
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END 6" I
TO FOO
ING MIN.)
EX.
0" SAN IT,
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482
`
S
WEIR PIPE
482
PROPOSED RI
PRAP ENERGY
> >
W W
It
0
DISSIPATE
R OUTRA
LL
W W
VDOT STD
EC-1 CL.
Al
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0) RIPRAP W/
EOFAB
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'n
rtLO�t
UNDERLA
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8'
W1=6; W
=10; D=1
4'
10+00 10+50 11+00 11+50 12+00 12+25
SEDIMENT BASIN 1
TRASH RACKS
T BE INSTrLLED
ON
ALL ORIFICES P
R
VSMH T
CHNICAI BULLET
#7
i
510
ORIFICE�COEFFII4IENT
= 0.
[ `
-
--
510
i
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I
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PROPOSED 0.
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/HANS
RCP RIS
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R RIM
ETE
505
_________-___
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2.87
_-- --_ _ _
_- ___ -� ----- -----
-
-------E•----
i
-----
..__- -
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----�--- Zf
OPOSED
-DAM-EL�.V-=
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499'
TOP
-
500
`31
I
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IDE GRASS
}
LINER
500
_ _ _
-
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POSED
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l
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-----
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I
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--- -----
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E
f
i
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COHESIION
AND
" TOPSO
L MIN.
495
01
490
I
BOTTQM OF
I
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" n,Y .. ,..
I
490
_-_-------
--BA-SIN-
-i-
`'
-------
--
--
i
i
485
RISER
FOOTIN
(MIN. 18'
DEEP,
1
1
485
72"
DE CON�C.
EMBEDMENT
-
(RISE
R SHALL
XTEND
" INTO
FOOTING
MIN.)-
VDOT STD.
482
015"
CL. III RCP
! EW-1
482
I
I
BARREL
> >
W W
�
N
to
�
INV
INV
IN:. 485.
OUT. 485.6
�
00 PROPOSED
RIPRAP
ENERGY
DISSIPATER
J �
CV
n
cV
L=80
; S=0.50%
N OUTFALL
VDOT
ST
. EC-1 C
Al
W W
0
0
0)
rn
0) RIPRAP
W/GEOFABRIC
NDER
MENT
W (
LID
L=28; W1=7;
W2
11'; D=1.
'
10+00 10+50 11+00 11+50 12+00
SCALE:
v:1"=5' SEDIMENT BASIN 2
H:1"=50'
12+50 13+00 13+25
�TH0F�
SCOTT R. COLLINS'Z
No. 35791 111�-
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