HomeMy WebLinkAboutWPO201600001 Plan - VSMP WPO VSMP 2017-06-20OWNER:
032Go-oo-oo-oowo
Sheet Title
WOODBRIAR ASSOCIATES
COVER
PO BOX 5548
E&S PLAN, DETAILS, & CALCULATIONS
CHARLOTTESVILLE, VA 22905
APPLICANT:
WOODBRIAR ASSOCIATES
STORMWATER MANAGEMENT DETAILS
PO BOX 5548
PR VED BRI W E N -
AP 0 AR OOD &S CO TROL PLAN PHASE II
CHARLOTTESVILLE, VA 22905
ENGINEER:
COLLINS ENGINEERING
n
zoo GARRETT ST, SUITE K,
n
CHARLOTTESVILLE, VA 22902
°
(434)293-3719
scott@collins-engineering.com
TAX MAP NO.:
032Go-oo-oo-ooloo (D.13 -4674/13G,748)
AREA:
67.73 ac.
ZONING:
PRD (ZMA 1991-0013, ZMA 1995-00005, ZMA 2004-00014, AND ZMA 2005-00009)
PROPOSED USE:
RELOCATE THE APPROVED POND 41oo'±, ref. WPO 2oo600066, WHICH WILL
Q
CONTINUE TO PROVIDE THE APPROVED TREATMENT FOR THE PROPOSED PHASE
0
IV RESIDENTIAL LOTS,
LIMITS OF DISTURBANCE:
1.5o+ ACRES WOULD BE REQUIRED TO INSTALL THE FACILITY FROM ST IVES RD.
BUILDING HEIGHTS:
N/A
SETBACKS:
N/A
SUBDIVISION STREETS:
CURB & GUTTER
WATERSHED:
NORTH FORK RIVANNA (BELOW WATER INTAKE) WATERSHED
TOPO & SURVEY:
BOUNDARY OF THE SITE WAS PROVIDED BY LINCOLN SURVEYING INI FEBRUARY,
O
2013. TOPOGRAPHY PROVIDED BY THE ENGINEERING GROUPE FRONA AERIAL
N
FLOWN TOPO IN JANUARY, 2007. TOPOGRAPHY SURVEY UPDATED RN DECEMBER
2o15, AND FIELD VERIFIED IN DECEMBER, 2015.
EX (STING VEGETATION:
LOCATED SHRUBS, HERE THIS
EXISTING TREES, AND UNDERBRUSH ARE
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AMENDMENT PROPOSES TO RELOCATE POND 4. ALSO, ON THE WESTERN SIDE
OF THE NEW PHASE IV DEVELOPMENT (UNDER SEPARATE REVIEW) ARE TREES,
SHRUBS AND UNDERBRUSH. WHERE THE PROPOSED PHASE IVR OA f0S WILL BE
�
LOCATED AND EAST OF THE PRIMARY ROAD, THE AREA HAS BEEN CILEAREDAND
GRADED. THERE IS ALSO A SEDIMENT BASIN LOCATED ON THE PARCEL ON THE
NORTH SIDE THAT WILL BE CONVERTED TO A PERMANENT SWM FACILITY
(UNDER SEPARATE ORIGINAL APPROVED WPO PLANS. SEE SWM FACILITY/POND
VE ETATION
PO 200600066 . PRIOR CLEARING EG
3, ref. W ) , GRADING AND EXISTING
REMAINING IS PERMITTED WITH THE PRIOR APPROVED WPO PLANS ((ref. WPO
0
2oo600066.
FLOODPLAIN:
FEMA MAP NO: 51003C0145D, DATE: 2/4/05
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NOTE:THE PROPOSED AMENDMENT RELOCATES POND #4 AND PONJD #4's NEW
E
LOCATION 1S NOT LOCATED WITHIN THE FLOODPLAIN LIMITS ORT Hi WPO
BUFFER.
NOTES:
1. THERE ARE NO KNOWN LOCATIONS OF ANY GRAVES, OBJECTS OR STRUCTURES MARKING A fPLACEOF
BURIAL ON THE SITE.
isY,� � �[4 ki
0 •• 1 1-i I. 11 1..
PHASE IV
RIO MAGISTERIAL DISTRICT
ALBEMARLE COUNTY. VIRGINIA
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CURRENT OWNER
WOODBRIAR ASSOCIATES
P 0 BOX,5548
CHARLOTTESVILLE, VA 22905
DRIVE
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VICINITY MAP
SCALE: 1' - 2000'
Sheet List Table
Sheet Number
Sheet Title
1
COVER
2
E&S PLAN, DETAILS, & CALCULATIONS
3
STORMWATER MANAGEMENT PLAN
4
STORMWATER MANAGEMENT DETAILS
10
PR VED BRI W E N -
AP 0 AR OOD &S CO TROL PLAN PHASE II
12A
APPROVED BRIARWOOD ADEQUATE OUTFALL ANALYSIS
N
TOTAL NUMBER OF SHEETS
VSMP PLAN AMENDMENT PROPOSED CHANGES:
THIS PLAN PROPOSES TO SHIFT THE APPROVED POND 4 (ref. WPO 200600066)
APPROXIMATELY 100' TO THE SOUTH. POND 4's SHAPED
AN DESIGN ELEVATIONS HAVE
CHANGED, SEE PLAN DETAILS. N E
0 OTHER CHANGES ARE PROPOSED AND THE APPROVED
DRAINAGE AREAS ARE HONORED. ONORED. THE AMENDED POND's VOLUMES EXCEED THOSE
i
APPROVED AND THE AMENDED PEAK OUTFLOWS
E K ARE LESS THAN THOSE APPROVED (ref.
WPO 200600066).
APPROVED
by th0 Albornarl0 County
OnMMolty f)0v010prrj0tjj DOP@�Morlt
Date
Fill_ = -
n
SC0`I'T R. COLLINS .;?,
Lic. No. 035791
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_�LONG TRAIL.
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DESIGIN D -i.6oAC,
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STRUCTURES
REMOV
E EXISTIN'GY,
�EXIStING'�1_1 STRUCTURES.
7:
_rIK11_ DIM
-0-40 475
D AC
I cc V At 1� - - M A M"
-0+25 0+00 0+50 1+00 1+50 2+00 2+50
3+00 3+25
MENEM
SB -6
00
VDOT CL. I RIP/RA,robTrA LL Sediment Basin #6 Design
MIN. 1: Wi SPILLWAY CRIES7 OF EMERG-PCf
2 WITHOUT
W/ GEOTEXTILE FILTER FABRIC
-6) SPILLWAY
PROPOSIE'D SEDIMENT BASIN (SB
drainage area (acres) 14.11
Cw- 0.4o, Tc -:Lo.5 MIN,
UNDERLAYMENT
PA 3.9-1 AC, DESIGN HIGH WTER
-es: (usinig 2' contour intervals) (25 -YR. STORM �'LEV,)
A.71;', W`2=11-75', L=8', D 2')
TP
basin volun
(Wl=
A------ -
elevafioin (ft) contour area (sf) volume (cy)
lop
@------- ------
.911.00 11934,0 0
5F
REST
S ER 4412.00 12971.0 461A DRY
AWATER�NG
DC�
.. . . .......
4414,00 14972.0 1495A
41,6�00 17123-0 2682,9 STO
P S 10
41&00 19375.0 40318
OQ
4f, SEDIMET CLEANQUI POIN
WET ' 510PArC REDUCED
TO 34 C,Y./ PROPOS D SEDIMENT B)ASIN (SB -6)
wet
10
, I . ...... �Stora2e:
FOR ULTIMATE BUJILD-OUT OF SITE:
vvet storage requiredi (cy) (67*DA) 945�4 design high water (ft)
416.50
/DA - 14. 11 AC, Cw - 0. si, T -c - 13 - 0 M I N.
-90 1+50 dewatering orifice ellevation (ft) 413.10 top of dam (ft) 418.00
S1
wet storage provide(d at this elevation (cy) 1028.7 top width of dam (ft) 10,0
'I ble volume beftore cleanout (cy) (34*DA) 479.7 bottomf basin (ft) 411.0
Val a
cteanout elevation Jilt) 412.10 approx bottom dimensions: 11 1'xl 68'
40P
-Aso
distance from cleancout to orifice (ft) I(> V) 1.0 upstream face slope: 2.1
downstream face slope: 3�
dry storage:
Y. -------
945.4 baffles: YES
dry storage requiredi (cy) (67*DA)
00
D
princ
ipie spillway crEest (ft) 415.00 length of flow, L (ft) 157
V
d e proidedl at this elevation (cy) 1060.2 effective width, We (ft) 97
ry storag
diameter of deateriing orifice (in) 7�O L We (baffles not required if > 2) 1,6
74 diameter of fleyjble tLubing (in) (orifice+2") 9.0
40'
collars. YES
S F runoff. depth of water at spillway crest (ft) 4�00
ROPOSED BAFFLE
C (use 0.45 for bare,, earth) 0�51 slope of upstream face (Z 1) 2:1
tc (min) 13 slope of barrel (Sb) 0.85 %
3,70 Q 2yr 26.63 length of barrel in saturated zone (Ls) 24,85
I 2yr
44.62
I 25yr 6.20 Q 25yr number collars required 6
dimension of collars 7. 0' x 7.0'
principle
spillway:
available head (ft) 3.00 errergency spillway: YES
diameter riser (in) -Qp) (cfs)
24 required capacity (Q25 17t99
spillway capacity, Qp (cfs) 26.63 bottom width (ft) 45
diameter trash rack ((in) 36 slope of exist channel (ft/ft) 25.0 %
barrel length (ft) 88 minimun length of e)dt channel (ft) 60
head on barrel through embankment (ft) 12.00 crest of spillway (ft) 416.50
diameter of barrel (in) 15
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aft Avg
x,
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EXISTIN'G TREE E
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-IONAL ARE,A
o EXISTING SEDIMENT BASIN
(SB -5) INSTALLED PER
@
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NG/JOGGIN,G APPROVED WPO-2oo6-00066
5EMENT. SE�E
IT so AC. A >11
4 THIS SHE DESIGN DA
RAI
E7
LROAD TI A;
INSTALL (6) E Si&ST'
1Z
IN THIS AREA TO MAINTAIN A!'
0
20% MAX SLOPE ALONG TRAILi
awe
_j
IX
CLASS B
-7,
L
RAP
EXISTING SEDIMENT T
VE NATURE,TRAI U
M IN. 12'X70'
00 V) co
(INSTALLED IN THE FIELD) CE X
LU Z)
U-)
SHALL REMAIN AND SERVE
cor V
AS WASH AREA FOR THE 0 <
@ @
CONSTRUCTION ENTRANCE
FALL (4) RAILROAD TIE STEPS -
V, >
N THIS AREjA TO MAINTAIN A.
)% MAX
_�LONG TRAIL.
*;0
A'�EL 0�0"P---�--
BLoCKAND GR Uj
INLET SEDIMENT FIL FE
.4f
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J
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001
Rai' no as%
Ito
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%
F_
LU
U)
Uj
DD
LL1 T_q r -i r -i
J j,
- ------- LIMITS OF DISTURBANCE
J
-4 Ln I'D
z
FXICiTINC, 1;F -c
I" "' - , ", I "' .11 _ _11- I - --'. r
DESIGIN D -i.6oAC,
A
STRUCTURES
REMOV
E EXISTIN'GY,
�EXIStING'�1_1 STRUCTURES.
7:
_rIK11_ DIM
-0-40 475
D AC
I cc V At 1� - - M A M"
-0+25 0+00 0+50 1+00 1+50 2+00 2+50
3+00 3+25
MENEM
SB -6
00
VDOT CL. I RIP/RA,robTrA LL Sediment Basin #6 Design
MIN. 1: Wi SPILLWAY CRIES7 OF EMERG-PCf
2 WITHOUT
W/ GEOTEXTILE FILTER FABRIC
-6) SPILLWAY
PROPOSIE'D SEDIMENT BASIN (SB
drainage area (acres) 14.11
Cw- 0.4o, Tc -:Lo.5 MIN,
UNDERLAYMENT
PA 3.9-1 AC, DESIGN HIGH WTER
-es: (usinig 2' contour intervals) (25 -YR. STORM �'LEV,)
A.71;', W`2=11-75', L=8', D 2')
TP
basin volun
(Wl=
A------ -
elevafioin (ft) contour area (sf) volume (cy)
lop
@------- ------
.911.00 11934,0 0
5F
REST
S ER 4412.00 12971.0 461A DRY
AWATER�NG
DC�
.. . . .......
4414,00 14972.0 1495A
41,6�00 17123-0 2682,9 STO
P S 10
41&00 19375.0 40318
OQ
4f, SEDIMET CLEANQUI POIN
WET ' 510PArC REDUCED
TO 34 C,Y./ PROPOS D SEDIMENT B)ASIN (SB -6)
wet
10
, I . ...... �Stora2e:
FOR ULTIMATE BUJILD-OUT OF SITE:
vvet storage requiredi (cy) (67*DA) 945�4 design high water (ft)
416.50
/DA - 14. 11 AC, Cw - 0. si, T -c - 13 - 0 M I N.
-90 1+50 dewatering orifice ellevation (ft) 413.10 top of dam (ft) 418.00
S1
wet storage provide(d at this elevation (cy) 1028.7 top width of dam (ft) 10,0
'I ble volume beftore cleanout (cy) (34*DA) 479.7 bottomf basin (ft) 411.0
Val a
cteanout elevation Jilt) 412.10 approx bottom dimensions: 11 1'xl 68'
40P
-Aso
distance from cleancout to orifice (ft) I(> V) 1.0 upstream face slope: 2.1
downstream face slope: 3�
dry storage:
Y. -------
945.4 baffles: YES
dry storage requiredi (cy) (67*DA)
00
D
princ
ipie spillway crEest (ft) 415.00 length of flow, L (ft) 157
V
d e proidedl at this elevation (cy) 1060.2 effective width, We (ft) 97
ry storag
diameter of deateriing orifice (in) 7�O L We (baffles not required if > 2) 1,6
74 diameter of fleyjble tLubing (in) (orifice+2") 9.0
40'
collars. YES
S F runoff. depth of water at spillway crest (ft) 4�00
ROPOSED BAFFLE
C (use 0.45 for bare,, earth) 0�51 slope of upstream face (Z 1) 2:1
tc (min) 13 slope of barrel (Sb) 0.85 %
3,70 Q 2yr 26.63 length of barrel in saturated zone (Ls) 24,85
I 2yr
44.62
I 25yr 6.20 Q 25yr number collars required 6
dimension of collars 7. 0' x 7.0'
principle
spillway:
available head (ft) 3.00 errergency spillway: YES
diameter riser (in) -Qp) (cfs)
24 required capacity (Q25 17t99
spillway capacity, Qp (cfs) 26.63 bottom width (ft) 45
diameter trash rack ((in) 36 slope of exist channel (ft/ft) 25.0 %
barrel length (ft) 88 minimun length of e)dt channel (ft) 60
head on barrel through embankment (ft) 12.00 crest of spillway (ft) 416.50
diameter of barrel (in) 15
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nil n! N,N�
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... .... ......
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0i i Nl'
------------ 5
N- X"
OSED RELOCAT
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H;cvAND R F
EDESIGN 0'
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A
RE -DEV.,
.. ............ 'I E01MENT, AS'IN TOBE
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STORMWATER MANAGEMENT NARRATIVE:
Pond 4 Flow Comparison Summary
THE PROPOSED (UNDER SEPARATE REVIEW) PHASES 4 & 5 LOTS SHOWN HAVE A PRIOR COUNTY APPROVED
WPO PLAN. THIS APPROVED PLAN PROVIDES TREATMENT FOR THESE LOTS VIA PONDS 3 AND 4 (ref. WPO x
WPO 20o600066) AND ADHERES TO THE 1.999 VSMH. THIS DEVELOPMENT IS THEREFORE GRANDFATHERED >
FROM A STORMWATER MANAGEMENT STANDPOINT. THE SUBMITTAL PACKAGE DOCUMENTS ASSOCIATED
WITH THIS PLAN AMENDMENT SHOWWATER QUALITY COMPLIANCE ISCONTINUED TO BE MET IN THE
7/'*
-yr Peak 2 -yr Peak 10 -yr Peak 100 -yr Peak
<
to SAME MANNER IT WAS PREVIOUSLY APPROVED. THIS PLAN ALSO ENSURES THE AMENDED VOLUMES MEET
Flow (cfs) Flow (cfs) Flow (cfs) Flow �cfs)
Approved Peak Inflows
32 41 70
OR EXCEED THOSE PREVIOUSLY APPROVED, AND THE PEAK OUTFLOWS RESULTING FROM THIS
AMENDMENT ARE LESS THAN THOSE ORIGINALLY APPROVED. THIS PLAN ALSO ENSURES MINIMUM WATER
Approved Peak Outflovvs
27 55
20
0.24
039
Proposed Peak Oufflows 0.24
QUALITY VOLUMES ARE ACHIEVED IN THE PERMANENT POOL WI-TH THE POND'S GRADING MODIFICATIONS.
r 4 06
Technical Bulletin 7 Minimum Standard 3-02
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mr[fta�
A
I
`PB8&P
Ad, �W-•1
P{>arf S?'tt - �tEs Bt Rww1
BM E IS' CAGE �� st���7���
IONS Win-plc�i,�r g ��.
`�, FhrC. lea-�:-yeas
iiM-�°.p#a3liL - 59LG.1�9fi.C@Ym.
TB 7 - i
LEGEND_`
Proposed
Pott No,.
BROADLEAF ARROWHEAD
Wm_ 0 ;
Sagittaria latifolia
l IO
Isometric
I[, r
�._
it sl" FInl�P: Bstat�
4
llpatLvd la LT -1
()
. 1
(Cf)
APPE otrucluTid plartle with
} 2-1/e, "Im end 1/41' PW4
-------- _'
rnanuv'acturad by i'hrat3c
4� 1-561uUmm
1
-�y Ira. or equal
t
{
4
S
4.7,
5 i
8
57
rr77CC
. .....-
rwoT
._
&5
sl& ecane:
dlat cal.
ET -1
lctbjvk) Hzrs ytrnetu 31 plaalin Willi
TUBER,
hulmz turd 14 !ale
So�i;i.on_ mrna�ar�a���i by �I�str
Arrowhead)
3a�haia.a�ts Fa�cz, wr =egraa7
6Ja� dim, l�o1n
y- 1^
0 10
I
I 1 r-
a1a11a
mr[fta�
A
I
`PB8&P
Ad, �W-•1
P{>arf S?'tt - �tEs Bt Rww1
BM E IS' CAGE �� st���7���
IONS Win-plc�i,�r g ��.
`�, FhrC. lea-�:-yeas
iiM-�°.p#a3liL - 59LG.1�9fi.C@Ym.
TB 7 - i
LEGEND_`
Proposed
Pott No,.
BROADLEAF ARROWHEAD
Wm_ 0 ;
Sagittaria latifolia
l IO
GREEN ARROW ARUM
6
Peltandra virginica
4
LIZARD'S TAIL
()
Saururus cernuus
(Cf)
CORE PLANTING
-------- _'
PATTERN
NOTE: Plant shapes and colors as shown
are not necessarily representative of actual
shapes and colors of plants listed.
FIGURE 3,01 - la
Homogeneous Embankments ankments wl Seepage C'orrtrofs
Homogeneous fill
4' min
ry` 3` -Cut off trench -4! below mitable l
I material I
Soil or rock 1
TYPICAL HOMOGENEOUS
EMBANKMENT
Transition fill
,.-Rock or grovel
? +'f
_p.
1peoutlet
...... _
> oarse filt
Perforated +collector I. around slofs
Foundation drain Blanket drain
FOUNDATION DRAIN BLANKET DRAIN
Chimney drain
Sand, gravel or rock
drain outlet
Rack or gravel
Rock toe ' drain
�'--..Transition filter Transition fitter
CHIMNEY DRAIN TOE DRAIN
S'urtrr•e�::.S'(":S ErrUdrucer�irz� Fitici hlsrrural
DJMFA�.•� �i
VEGETATED AQUATIC BENCH
DETAIL.:
NTS
AN ACCEPTABLE PLANT PALETTE MAY BE CHOSEN
FROM *ZONE 20 PLANTS A5 LISTED IN FIGURES
3.05--4A AND 3.05-48 OF THE VIRGINIA STORM
WATER MANAGEMENT HANDBOOK. FOR EXAMPLE:
DUCKWEED, BUTTONBUSH, OR SWEEP -FLAG WOULD
BE ACCEPTABLE FORMS OF VEGETATION.
POND
W5E
to rm Rai. Tr�r.
SOUND SERIES TRASH K.
CONCRETE l�l.�tvIHCLC
STANDARD VC, I N C H RACX SHOW N
DIMENSIONS IN INCHES
PLAN
3.0 t - 3
VARIOUS TREES, SHRUBS, GRASSM
AND GROUND -COVERS
�---- DREAD
,ws a Aw
10.0` WIDE WIDE .VEiCETATED AQUATIC BENCH GRADED AT 10%
Scor t ax Round Series Ior CQncc e M,j.nhol'
Proposed
Pott No,.
Dim A
Wm_ 0 ;
Dirn L
l IO
i Milo, 00
p �
-r
t s.
4
T.
()
Contours (sf)
(Cf)
,,101'%
-
-------- _'
--- .... .......:.
401%3
.. .:.....
.
nz x
.. ....... ...............
a
mn
I�S7
_----
K.
1
star.
8
57
rr77CC
. .....-
-. .
1$
._
&5
ED
I 7Q
�LIS SIE:
.Plastic- lu l�I , Inc.
(ar j phone KDJE .f.
1'W) 722-2 -?19 fax
IS DIOE"I"R I0.
r C
A AR AER OP'TIO
CROSS BRACING FOR OVERHANG,
HDPE .ANTI_VfJIT TEX PLAT Req'd in a Sediment Basin
ME:
DRAAN B'Y-
A11114 D lam)':
DETAIL
Water Quality Volume & Pond Analysis:
Total Post-Develoment Contributing Impervious Area 233,090 sf
Forebay Depth to range from 4'-6'
Minimum Forebay Volume= 0.25 inches per impervious square foot 4,856 sf
Provided Forebay Volume= 8,637 sf
Minimum Pored Volume (lxWQV)= 0.5 inches per impervious square foot 9,712 sf
Minimum Pond Volume (4?t'U'`SlQV)= 0.5 inches per impervious square foot 38,848 sf
Provided Pond Volume (Below MWSE) = 39,871 sf
Approved Pond Volume (BelowMWSE)= 39,118 sf
Provided Pond Volume (Total) = 136,121 sf
Approved Pond Volume {Total)= 103,180 sf
Proposed Total Proposed Proposed
Ellevation
(ft)
Proposed
Volume
(of)
Proposed
34 72
Proposed
Elevation
Area of
Volume
STATUS
Forebay
T.
()
Contours (sf)
(Cf)
,,101'%
-
Ff'k 0'
0
a'
149712
i
410
17 x.:E
4,2256,215
8
'I 1:)13,13
6,121
B.R., 1
(Herbaceoas
8,6137
Proposed Total Proposed Proposed
Ellevation
(ft)
Area of Pond
Contours (sf)
Volume
(of)
446
34 72
0
40
4 m
8,656
6 5[[6
STATUS
I160
T.
1 11
.r_
229,258
,12
1 761
39,871.
411
149712
i
416,
1 ,° 123
{67,f575
99, 646
8
'I 1:)13,13
6,121
LTWIE IC67`V1:�:I=1 VAI"
ZONE
SPECIES
IDICATOR
DEPTH
SIZE
SPACI`IG
PLANT
i3'-:
8,465
STATUS
I160
20,760
' firs
f 11 91.`
Shallop
Sagittaria
i It1(?
97.1 18
368,480
408
s
i
Emergent
Latifolia.
85,076
410
SPRG'S
103.180
B.R., 1
(Herbaceoas
(Broadleaf
OBL
6-8 in.
(4
2 U.C.
TUBER,
Layer)
Arrowhead)
AND OUTLET PIPE
STEM
BARREL
OR PLUG
MINI
r0'
%...
Shallow
Peltandra
Uj
zLn
Emergent
Virgil7ica
OBL
6-8 in.
SPRGS;
2 U.C.
B.R.,
Herbaceous
(Green
0
DOR\1 1 d't'
Layer)
Arrow
W
STEM
Q
BULB
>Y
Arms)
NUN)
i
Shallow
Saurnrus
p
W
Emergent
Cemuus
OBL
6-8 in
SPRGS;
2 O.C.
BARE
{Herbaceous
(Lizard'a
(-I
ROOT,
Layer)
'fail)
STEM
Rl{{ZONE
MIN)
U:
z
w
m
(D
*t
z
cr
w
"Approved
Elevation
(ft)
*Approved Area
of Pond
Contours (sf)
*Approved
Volume
(cf)
Ras
331-90
IJ
T 0"')
i3'-:
8,465
41,4
I160
20,760
' firs
f 11 91.`
28,430
t,I r_
i It1(?
97.1 18
368,480
408
s
68 ,`1 XLID
1091
409-17'
r.;_'x' f.
'
85,076
410
I ' :
103.180
*Per approved Plans
t;�' DURING
r' NORMAL
% PERATIONS"
RISER DETAIL
OFFSET
�
N.T.a
REDEST
TRASHRACK-`a
12" SLUICE
GATE
118" MIN.
VA DEQ ST'OR.I+ai ATTER L1E�•tIGN FECIFI€ AT ^OFI I:tl"FFi.I'�DI1�TI�A�:; ,�iPIoEIIL�I�B: PR;IFI�IRAi
can shall be
5M psi i(�rt
1. *n, tleorwrobot drid,
cnida fma 0 o4ar aha be 4',
2. 41
NI' erlsi tS (It1i b or SIL Bdaigm, spixi 1'"
9 diens
r ATM D-6
W u4d be pktod a I1'imlir >
kll A
:a
4 {
u Side dl and s
by -Qm d immh fret mrd bxA.
us flan per p lcm
CcNIIT:
r to 6e sarne 1. All matitrials to li�e eel ac lance rrith
Ct�II o>�t�r �ilxh�, �'�� the a� titin �l�id a inn �
. 1i a: l ed yrs s rwr%e1
---
lt pc inti ty ing fix 16mbiN,.
C oin namrd 3. lop b w n the tila hrtif r:tirsrm
fond tvtvlxn the pipe and' =rmtiq Derr
1tad :gill tsw coulke W It tore
is tune of tallo6on.
5 1
d � bob (t}rY' 4. iEpch.. cAor A611 be fiaisW wit two
1 2" diu, feldt *6 serif talk 111e s for
"
a
r
_ � inOrini+ekllrg +�iitlCa t�
11011411P.9 pipe -
1 m1n.
weld ..3
ttt�L tolesCp.Mteralt
(r, C, bond
Fig -tire B-2. Our
ixa
2" D
INV=BOTTOM
OF BASIN
ANTI -SEEP COLLAR NOTES:
z. THE CONTRACTOR SHALL INSTALL THE COLLARS SUCH THAT THEY INCREASE THE SEEPAGE LENGTH ALONG THE BARREL BY A MINIMUM OF 15%. THIS PERCENTAGE IS BASED ON THE LENGTH OF THE PIPE
IN THE SATURATION ZONE. IF THE PIPE IS ASSUMED TO BE IN THE SATLURATED ZONE FOR 78, AS SHOWN BELOW, THEN THE COLLARS NEED TO BE INSTALLED SUCH THAT THE SEEPAGE LENGTH IS
EXTENDED BY 12' (o.15 x Ls). THE INCREASE IN SEEPAGE LENGTH REPRESENTS THE TOTAL COLLAR PROJECTION REQUIRED, WHICH CAN BE PROVIDED FOR BY ONE OR MULTIPLES COLLARS.
2. THE MAXIMUM COLLAR SPACING SHALL BE sox THE MINIMUM PROJECTION ABOVE THE PIPE. THE MINIMUM COLLAR SPACING SHALL BE 5x THE MINIMUM PROJECTION. WITH A BARREL DIAMETER OF 15" &
PLATE COLLARS MEASURING 7x7°, THE PROJECTION ABOVE THE PIPE WILL BE 2'-e'. THIS RESULTS INA MAXIMUM COLLAR SPACING OF 40.25' AND A MINIMUM COLLAR SPACING OF 14.38'.
3. THE MINIMUM TOTAL NUMBER OF COLLARS REQUIRED IS FOUND BY DIVIDING THE SEEPAGE LENGTH INCREASE OF i2' BY THE COLLAR PROJECTION ABOVE & BELOW THE PIPE (2'- J" x 2), OR 5.75•
4. ALL ANTI -SEEP COLLARS AND THEIR CONNECTIONS TO THE BARREL SMALL BE WATERTIGHT, MADE OF MATERIAL COMPATIBLE WITH THE CONDUIT & SHALL BE SECURELY FASTEN.
S. COLLARS SHALL EXTEND A MINIMUM OF YIN ALL DIRECTIONS AROUNLD THE PIPE.
6. ANTI -SEEP COLLARS SHALL BE INSTALLED A MINIMUM OF Y FROM THE PIPE JOINTS UNLESS FLANGED JOINTS ARE USED.
DAM CONSTRUCTION NOTES: STORMWATER MANAGEMENT FACILITY NOTES:
1. GEOTECHNICAL CONSULTANT TO SPECIFY DAM EMBANKMENT MATERIAL, SEEPAGE 1. STATE APPROVED TRASH RACKS SHALL BE INSTALLED ON ALL ORIFICE & RISER OPENINGS.
CONTROL DEVICES, CUT-OFF TRENCH DESIGN, CULVERT BEDDING REQUIREMENTS, 2. A CONCRETE FOUNDATION SHALL BE INSTALLED ON THE RISER AS SHOWN & MEETING THE
AND OTHER APPROPRIATE GEOTECHNICAL DESIGN REQUIREMENTS.. MINIMUM SPECIFICATIONS SET FORTH IN THE VESCH SPEC. #3.14.
2. FOUNDATION AND ABUTMENT AREA EXTENDING 1o' BEYOND DAM FOOTPRINT SHALL 3. CONTRACTOR AND CONSTRUCTION SHALL ADHERE TO ALL OSHA REQUIREMENTS.
BE CLEARED, GRUBBED & STRIPPED OF ALL VEGETATION TOPSOIL ANDD/OR ORGANIC
SOIL & OTHER UNSUITABLE MATERIALS.
3. AFTER CLEARING, GRUBBING, STRIPPING AND REMOVING ANY O THEIR UNSUITABLE
MATERIALS, THE SUBGRADE SHALL BE PROOFROLLED WITH COMPACTION EQUIPM
UNDER THE OBSERVATION OF A QUALIFIED ENGINEER. THE COMPACTION EQUIPM
SHOULD BE THE HEAVIEST POSSIBLE EQUIPMENT THAT WILL NOT CAUSE
DISTURBANCE OF SUITABLE SUBGRADE SOILS. EXCESSIVELY SOFT OR UNSUITABLE
MATERIALS SHALL BE REMOVED AND REPLACED WITH COMPACTED !FILL. WHERE R
15 EXPOSED AFTER STRIPING OR UNDERCUTTING, ALL LOOSE ROCK MATERIAL SHA
BE REMOVED PRIOR TO PLACING COMPACTED FILL. ROCK SUBGRADES SHALL BE
INSPECTED AND APPROVED BY THE INSPECTOR OR ENGINEER PRIOR TO PLACEMEN
OF FILL.
4. COMPACTED FILL SHALL NOT BE PLACED PRIOR TO PERFORMING THE REQUIRED
FOUNDATION AND ABUTMENT PREPARATION, OR ON ANY FROZEN SURFACE.
COMPACTED FILL SHALL EXTEND TO THE FILL LIMIT LINES AND GRADES INDICATED
THE APPROVED CONSTRUCTION PLAN. COMPACTED FILL MATERIAL SHALL BE OF
TYPE CLASSIFICATION SYMBOL SPECIFIED BY THE GEOTECHNICAL CONSULTANT, O
OF A BETTER QUALITY MATERIAL AS DEFINED BY THE UNIFIED SOIL CLASSIFICATION
SYSTEM. ALSO, RESTRICTIONS ON THE LIQUID LIMITS AND PLASTICITY INDEX OF T
MATERIAL MAY BE INCLUDED WHEN DETERMINED BY GEOTECH. ENGINEER.
COMPACTED FILL SHALL CONSIST OF MATERIAL FREE OF ORGANIC MATTER, RUBBI
FROZENSOIL SNOW CE ARTICLES W ES LARGER THAN " OR OTHER
, ICE, P WITH SIZES 3
DELETERIOUS MATERIAL.
5. COMPACTED FILL SHALL BE PLACED IN HORIZONTAL LAYERS OF 8" TO 12" IN LOOS
THICKNESS. ACTUAL LIFTTHICKNESS WILL BE SPECIFIED BYTHE GEOTECHNICAL
CONSULTANT. THE MOISTURE CONTENT SHALL BE CONTROLLED SUCH THAT
COMPACTION IS ACHIEVED WITHOUT YIELDING OF THE SURFACE. EXCH LAYER SH
BE UNIFORMLY COMPACTED WITH SUITABLE COMPACTION EQUIPMENT TO AT LEA
U LEC C
95% OF STANDARD PROCTOR MAXIMUM DENSITY IN ACCORDANCE WITH ASTM D-6
AASHTO T-99, OR VDOT SPECIFICATIONS. ANY LAYER OF FINE GRAINIED FILL WHIG
BECOMES SMOOTH UNDER COMPACTION OR CONSTRUCTION TRAFFFIC SHOULD BE
SCARIFIED TO A DEPTH OF 2" TO ALLOW ADEQUATE BONDING BETWEEEN LAYERS.
6. COMPACTED FILL WITH A MOISTURE CONTENT WHICH WILL NOT PERMIT COMPACT
TO THE SPECIFIED DENSITY STANDARD SHALL BE SCARIFIED DRIED O)R WETTED AS
NECESSARY TO PERMIT PROPER COMPACTION.
PROPOSED 45' WIDE
LINED EEMERGENCY SP
EXISTING CREEST ELEV.= 416
GRADE PROPOSED (1o' l WIDE TOP OF
420 GRADE 420 ELEV-4111.00')
ASSUVMED PHREATI
I j (4H:1W) CONSERVAT
11 ASSUWED SPILLWAY
CONTRACTOR SHALL I
R I THE CLAY! CORE EMB
° WITH A CUTOFF TRE
415 45' 415 ACCORDA\NCE w/ THE
ON THIS SHEET & T
VSMHi REGULATIO
PROPOSED EBASIN SPILLWAY
SLOPES SHALLL BE 4:1 OR FLA
----------� - ------ - ---- - -+ TO PROVVIDE A SMOOTH
VEHICULAR' TRANSITION AL
THE ACCESS IROAD & TO PRO
410 ; 410 THE GRASSS LINED SPILLW
VDOT STPD. EW -IPC
ww o 0
W W ap Lp
W Lei `-
ENT I
ENT 435 j I _ 435
EXISTING;
OCK i GRADE ' I
LL j
------------ --- _ . --- ._
I
- _._
-- --
T
430 430
BY ;
THE
I
R------- --
_.- . - ------ --
i
HE PROPOSED 02�" CL. III RCP RISER STRUCTURE w/
425
425
--- �--.__ � _ I.__ _ I--TF2ASHRACK._RISER-JIM-ELEY_=.;�oOvJ�A--
SH, f LOW -FLOW 03" ORIFICE INV. ELEV.H 412.00' 8rTW0 (2)
06" MID-FLOWORIFICESw/AN INV. ELEV.=y r�.00'.
E CONTRACTOR SHALL INSTALL A SLUICE GATE: IN THE
--- _----- .... !. ._.....I . RISER'ATTHE BASIN FLOOR; WIThf-A-MECHANiC-AL
j CRANK. SEE RISER DETAIL ON THIS SHEET.
ALL 420
ST ! 420
H
PROPOSED
418 j
2' WIDE FOREBAYTOP OF GRADE
1 __ 4 5
ION = I DAM EL.i~V _.. 22' w� s...
<J i� 1 I
WIDE FOREBAYSPILLWAY I
415 c 416 5 CRESTAM* ak"F ELEVATION=411 415
GRASS i } r 10' WIDE; I ^ k
ILLWAY SIX 7'x7 ANT -SEEP , AQ(JATIC BENCH `N
COLLARS 14.5
50 --
DAM -
0C
CLINE 41 _ PROPOSED 0:L ' CL. IV RCP N Q 410
" p BARREL (881 F; INV �-
IVELY ; s 1 �? 6' DEEP REBAY
CREST. �v IN=404F75'i INV OUT=404-6P')
' p W/ 2:2 SID SLOPE
NSTALL 1 x
ANKMENT _
NCH IN rN lr z
I '
r sa zt ar
NOTES 405 k 3 406' 406',
HE 1999 x R N __- 405
NS.1 t 1 TO PREVENT FLOTATION THE RISER
SIDE BASE AND BARREL CONNECTIO
it
-- FLAT
---------
CNG
AY.
TOP OF
RISER
1 11 11 11
TYP
;1
u'
8' (TYP)
W
12" SLUICE �)
-<
VDOT STD.
GATE TO
`
ST -1 (TYP.) ®
,;; REMAIN
N
2:
16" SPACINGCLOSED
RISER >r;:(MAX.)DIAM�...;;
(
PROVIDE
WATERTIGHT
t;�' DURING
r' NORMAL
% PERATIONS"
�
t
CONNECTION
BETWEEN RISER
=;,•
12" SLUICE
GATE
AND OUTLET PIPE
I "`'
BARREL
118" MIN.
VA DEQ ST'OR.I+ai ATTER L1E�•tIGN FECIFI€ AT ^OFI I:tl"FFi.I'�DI1�TI�A�:; ,�iPIoEIIL�I�B: PR;IFI�IRAi
can shall be
5M psi i(�rt
1. *n, tleorwrobot drid,
cnida fma 0 o4ar aha be 4',
2. 41
NI' erlsi tS (It1i b or SIL Bdaigm, spixi 1'"
9 diens
r ATM D-6
W u4d be pktod a I1'imlir >
kll A
:a
4 {
u Side dl and s
by -Qm d immh fret mrd bxA.
us flan per p lcm
CcNIIT:
r to 6e sarne 1. All matitrials to li�e eel ac lance rrith
Ct�II o>�t�r �ilxh�, �'�� the a� titin �l�id a inn �
. 1i a: l ed yrs s rwr%e1
---
lt pc inti ty ing fix 16mbiN,.
C oin namrd 3. lop b w n the tila hrtif r:tirsrm
fond tvtvlxn the pipe and' =rmtiq Derr
1tad :gill tsw coulke W It tore
is tune of tallo6on.
5 1
d � bob (t}rY' 4. iEpch.. cAor A611 be fiaisW wit two
1 2" diu, feldt *6 serif talk 111e s for
"
a
r
_ � inOrini+ekllrg +�iitlCa t�
11011411P.9 pipe -
1 m1n.
weld ..3
ttt�L tolesCp.Mteralt
(r, C, bond
Fig -tire B-2. Our
ixa
2" D
INV=BOTTOM
OF BASIN
ANTI -SEEP COLLAR NOTES:
z. THE CONTRACTOR SHALL INSTALL THE COLLARS SUCH THAT THEY INCREASE THE SEEPAGE LENGTH ALONG THE BARREL BY A MINIMUM OF 15%. THIS PERCENTAGE IS BASED ON THE LENGTH OF THE PIPE
IN THE SATURATION ZONE. IF THE PIPE IS ASSUMED TO BE IN THE SATLURATED ZONE FOR 78, AS SHOWN BELOW, THEN THE COLLARS NEED TO BE INSTALLED SUCH THAT THE SEEPAGE LENGTH IS
EXTENDED BY 12' (o.15 x Ls). THE INCREASE IN SEEPAGE LENGTH REPRESENTS THE TOTAL COLLAR PROJECTION REQUIRED, WHICH CAN BE PROVIDED FOR BY ONE OR MULTIPLES COLLARS.
2. THE MAXIMUM COLLAR SPACING SHALL BE sox THE MINIMUM PROJECTION ABOVE THE PIPE. THE MINIMUM COLLAR SPACING SHALL BE 5x THE MINIMUM PROJECTION. WITH A BARREL DIAMETER OF 15" &
PLATE COLLARS MEASURING 7x7°, THE PROJECTION ABOVE THE PIPE WILL BE 2'-e'. THIS RESULTS INA MAXIMUM COLLAR SPACING OF 40.25' AND A MINIMUM COLLAR SPACING OF 14.38'.
3. THE MINIMUM TOTAL NUMBER OF COLLARS REQUIRED IS FOUND BY DIVIDING THE SEEPAGE LENGTH INCREASE OF i2' BY THE COLLAR PROJECTION ABOVE & BELOW THE PIPE (2'- J" x 2), OR 5.75•
4. ALL ANTI -SEEP COLLARS AND THEIR CONNECTIONS TO THE BARREL SMALL BE WATERTIGHT, MADE OF MATERIAL COMPATIBLE WITH THE CONDUIT & SHALL BE SECURELY FASTEN.
S. COLLARS SHALL EXTEND A MINIMUM OF YIN ALL DIRECTIONS AROUNLD THE PIPE.
6. ANTI -SEEP COLLARS SHALL BE INSTALLED A MINIMUM OF Y FROM THE PIPE JOINTS UNLESS FLANGED JOINTS ARE USED.
DAM CONSTRUCTION NOTES: STORMWATER MANAGEMENT FACILITY NOTES:
1. GEOTECHNICAL CONSULTANT TO SPECIFY DAM EMBANKMENT MATERIAL, SEEPAGE 1. STATE APPROVED TRASH RACKS SHALL BE INSTALLED ON ALL ORIFICE & RISER OPENINGS.
CONTROL DEVICES, CUT-OFF TRENCH DESIGN, CULVERT BEDDING REQUIREMENTS, 2. A CONCRETE FOUNDATION SHALL BE INSTALLED ON THE RISER AS SHOWN & MEETING THE
AND OTHER APPROPRIATE GEOTECHNICAL DESIGN REQUIREMENTS.. MINIMUM SPECIFICATIONS SET FORTH IN THE VESCH SPEC. #3.14.
2. FOUNDATION AND ABUTMENT AREA EXTENDING 1o' BEYOND DAM FOOTPRINT SHALL 3. CONTRACTOR AND CONSTRUCTION SHALL ADHERE TO ALL OSHA REQUIREMENTS.
BE CLEARED, GRUBBED & STRIPPED OF ALL VEGETATION TOPSOIL ANDD/OR ORGANIC
SOIL & OTHER UNSUITABLE MATERIALS.
3. AFTER CLEARING, GRUBBING, STRIPPING AND REMOVING ANY O THEIR UNSUITABLE
MATERIALS, THE SUBGRADE SHALL BE PROOFROLLED WITH COMPACTION EQUIPM
UNDER THE OBSERVATION OF A QUALIFIED ENGINEER. THE COMPACTION EQUIPM
SHOULD BE THE HEAVIEST POSSIBLE EQUIPMENT THAT WILL NOT CAUSE
DISTURBANCE OF SUITABLE SUBGRADE SOILS. EXCESSIVELY SOFT OR UNSUITABLE
MATERIALS SHALL BE REMOVED AND REPLACED WITH COMPACTED !FILL. WHERE R
15 EXPOSED AFTER STRIPING OR UNDERCUTTING, ALL LOOSE ROCK MATERIAL SHA
BE REMOVED PRIOR TO PLACING COMPACTED FILL. ROCK SUBGRADES SHALL BE
INSPECTED AND APPROVED BY THE INSPECTOR OR ENGINEER PRIOR TO PLACEMEN
OF FILL.
4. COMPACTED FILL SHALL NOT BE PLACED PRIOR TO PERFORMING THE REQUIRED
FOUNDATION AND ABUTMENT PREPARATION, OR ON ANY FROZEN SURFACE.
COMPACTED FILL SHALL EXTEND TO THE FILL LIMIT LINES AND GRADES INDICATED
THE APPROVED CONSTRUCTION PLAN. COMPACTED FILL MATERIAL SHALL BE OF
TYPE CLASSIFICATION SYMBOL SPECIFIED BY THE GEOTECHNICAL CONSULTANT, O
OF A BETTER QUALITY MATERIAL AS DEFINED BY THE UNIFIED SOIL CLASSIFICATION
SYSTEM. ALSO, RESTRICTIONS ON THE LIQUID LIMITS AND PLASTICITY INDEX OF T
MATERIAL MAY BE INCLUDED WHEN DETERMINED BY GEOTECH. ENGINEER.
COMPACTED FILL SHALL CONSIST OF MATERIAL FREE OF ORGANIC MATTER, RUBBI
FROZENSOIL SNOW CE ARTICLES W ES LARGER THAN " OR OTHER
, ICE, P WITH SIZES 3
DELETERIOUS MATERIAL.
5. COMPACTED FILL SHALL BE PLACED IN HORIZONTAL LAYERS OF 8" TO 12" IN LOOS
THICKNESS. ACTUAL LIFTTHICKNESS WILL BE SPECIFIED BYTHE GEOTECHNICAL
CONSULTANT. THE MOISTURE CONTENT SHALL BE CONTROLLED SUCH THAT
COMPACTION IS ACHIEVED WITHOUT YIELDING OF THE SURFACE. EXCH LAYER SH
BE UNIFORMLY COMPACTED WITH SUITABLE COMPACTION EQUIPMENT TO AT LEA
U LEC C
95% OF STANDARD PROCTOR MAXIMUM DENSITY IN ACCORDANCE WITH ASTM D-6
AASHTO T-99, OR VDOT SPECIFICATIONS. ANY LAYER OF FINE GRAINIED FILL WHIG
BECOMES SMOOTH UNDER COMPACTION OR CONSTRUCTION TRAFFFIC SHOULD BE
SCARIFIED TO A DEPTH OF 2" TO ALLOW ADEQUATE BONDING BETWEEEN LAYERS.
6. COMPACTED FILL WITH A MOISTURE CONTENT WHICH WILL NOT PERMIT COMPACT
TO THE SPECIFIED DENSITY STANDARD SHALL BE SCARIFIED DRIED O)R WETTED AS
NECESSARY TO PERMIT PROPER COMPACTION.
PROPOSED 45' WIDE
LINED EEMERGENCY SP
EXISTING CREEST ELEV.= 416
GRADE PROPOSED (1o' l WIDE TOP OF
420 GRADE 420 ELEV-4111.00')
ASSUVMED PHREATI
I j (4H:1W) CONSERVAT
11 ASSUWED SPILLWAY
CONTRACTOR SHALL I
R I THE CLAY! CORE EMB
° WITH A CUTOFF TRE
415 45' 415 ACCORDA\NCE w/ THE
ON THIS SHEET & T
VSMHi REGULATIO
PROPOSED EBASIN SPILLWAY
SLOPES SHALLL BE 4:1 OR FLA
----------� - ------ - ---- - -+ TO PROVVIDE A SMOOTH
VEHICULAR' TRANSITION AL
THE ACCESS IROAD & TO PRO
410 ; 410 THE GRASSS LINED SPILLW
VDOT STPD. EW -IPC
ww o 0
W W ap Lp
W Lei `-
ENT I
ENT 435 j I _ 435
EXISTING;
OCK i GRADE ' I
LL j
------------ --- _ . --- ._
I
- _._
-- --
T
430 430
BY ;
THE
I
R------- --
_.- . - ------ --
i
HE PROPOSED 02�" CL. III RCP RISER STRUCTURE w/
425
425
--- �--.__ � _ I.__ _ I--TF2ASHRACK._RISER-JIM-ELEY_=.;�oOvJ�A--
SH, f LOW -FLOW 03" ORIFICE INV. ELEV.H 412.00' 8rTW0 (2)
06" MID-FLOWORIFICESw/AN INV. ELEV.=y r�.00'.
E CONTRACTOR SHALL INSTALL A SLUICE GATE: IN THE
--- _----- .... !. ._.....I . RISER'ATTHE BASIN FLOOR; WIThf-A-MECHANiC-AL
j CRANK. SEE RISER DETAIL ON THIS SHEET.
ALL 420
ST ! 420
H
PROPOSED
418 j
2' WIDE FOREBAYTOP OF GRADE
1 __ 4 5
ION = I DAM EL.i~V _.. 22' w� s...
<J i� 1 I
WIDE FOREBAYSPILLWAY I
415 c 416 5 CRESTAM* ak"F ELEVATION=411 415
GRASS i } r 10' WIDE; I ^ k
ILLWAY SIX 7'x7 ANT -SEEP , AQ(JATIC BENCH `N
COLLARS 14.5
50 --
DAM -
0C
CLINE 41 _ PROPOSED 0:L ' CL. IV RCP N Q 410
" p BARREL (881 F; INV �-
IVELY ; s 1 �? 6' DEEP REBAY
CREST. �v IN=404F75'i INV OUT=404-6P')
' p W/ 2:2 SID SLOPE
NSTALL 1 x
ANKMENT _
NCH IN rN lr z
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NOTES 405 k 3 406' 406',
HE 1999 x R N __- 405
NS.1 t 1 TO PREVENT FLOTATION THE RISER
SIDE BASE AND BARREL CONNECTIO
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PRO OSE VDO STD. CL RIPRAP OUTLET REINFORCED CONCRETE
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No�
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KEY 8"AWL
T-11YIPORARY STCt H L
3. 0, 2
� I
CONSTRUCT ON
EENTRANCE
SILT FE _NCE
X_X_X
SUPER SILT FENCE
xx—xx—xx
5�07
STORM DRAIN
0 rN,
INLET PRO TECTION
CULVERT !NLET
3.08
PRIOILCT�ON
—
3�09
TEMPORARY
DWERSION DIKE
*DQ b' h-
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R[GHT--0E--1VVAY
DIVERSION
TEM-OR'%RY
SED�IAENT SA'��'N
co
gUTLET
(OF
PROTEEEC110'111
4,20
ROCK CCHECK DAM
CUD
124
STREAM CROSSING
I
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I _ - I—- —
TREES SHRUBS, VINES
'c1R,0UN,')
AND COVER
3_38
iPEE PRESERVATION
0-0-0
ND F'ROTECTON
- — - ------- -- -- ----
51
17
-- ------ -- -
T E Mi P'C) R A R Y S E'_ D I NiG
-4 �32
PERMANENT, SEEDING
3.39
DUST CONTR L
lwe
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DRAtNAGE: 'WOIDE
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NOTE
REFER TO E&S NARRATIVE AND VIRGINIA STATE EROSION
& SEDIMENT CONTROL HANDBOOK FOR MORE INFORMATION.
ADDITIONAL SILT FENCE SHALL BE INSTALLED AROUND GRAPHIC SCAU
INDIVIDUAL BUILDING SITES ONCE DOWN HILL SLOPES HAVE so 0 25 50 100 200
BEEN STABILIZED AS REQUIRED.
IN FEET
I iuch = 50 ft
THIS SHEET TO BE USED FOR EROSION
AND SILTATION CONTROL ONLY
ENGINEERING GROUPE PROJECT STATUS
7-27-0-L-C"ENERAL REVISIONS
lr-1_1_nrl ri:'KirpAl
41�� _PER. 'COUNTY CQINIMENTS
-.L-19�-01REVISED PIER COUNTY COMMENTS
10-9-091 REWSED PER COUNTY COMMEN-7'S
DATE 1 AC'T 10 N
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DATE: 04/18/07
,SCIALE:� 1 50'
DRAFT'_:�"r-AAN: L.R. /D.M.P.
I L -E WO, SP -027F
10 OF 12
Im
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DATE: 04/18/07
,SCIALE:� 1 50'
DRAFT'_:�"r-AAN: L.R. /D.M.P.
I L -E WO, SP -027F
10 OF 12
Im
I
OUTFALL KET
N TS
A -'
ADEQUATE OUTFALL AAT'E
As shown on the above key map, this site drains directly to the North Fork of the Rivarinta everalong the western and southern' boundaries and directly underneath Route 29 along the east side
of the site. These five outfalls were designed and analyzed in accordance with Albemarle Courity
DSM standards for storm water conveyance.
In compliance with 'the adequate outfall ordinance (MS -19), the site does comply since the site
contributing drainage area is M7% of the overall area drainage area at the point of outfall. (50
acres / 74,240 cc, 0.00067 = 0.77o) This is well below the 1% threshold. -
However, to ensure that site runoff is conveyed to the North Fork in accordance with County
standards, the submitting engineer has provided computations on this sheet to indicate
COM0110nCe W, summarized here:
Pond #1
Q2 = 17 cfs Q1 0mm 22 cfs
11e outfall ditch from this pond is designed as a 4' wide riprop channel with 3h:1 v side slope$,
Two cross sectionsare shown. A—A and Al—Al represent a flatter longitudinal !slope and sections
A2—A2 and B-8 re . present the steeper slope of the channel, Velocities and depths are provided
in the table.
Pond #2
02 = 22 cfs Q10 29 cfs
The outfall ditch from this pond is designed as a 4' wide riprop, channel with 3h:lv side slope$,
this channel will ber installed after SB -3 is removed.
Runoff is conveyed',from this ditch to an existing 364� culvert that conveys runoff underneaffh
I
Route 29, There is also an approximate 16,5 acres of additional area that flC
ows to this ullvert
computations on this sheet, the culvert pipe
for a peak Q25 of '58 cfs total. Based on culvert
is adequately sized; to convey the 25—year peak runoff while maintaining a freeboard of at beast
184) below the edge of shoulder, The 2—year velocity in the pipe is non—erosive.
SB#3
The outfall to this temporary facility is via storm sewer pipe flow that connects to an
underground storm sewer pipe system underneath Route 29- Computations on this sheet indicate
that the existing storm sewer outfall pipe is adequately sized to convey the 10—yeor design
storm at a non—erasive 2—year velocity.
Pond #3 (rear of site)
Q2 — 21 cfs Q1 0 28 cfs
The existing configuration of this outfall ditch from this pond is adequately sized to convey the
10—year runoff within the bed and banks of the channel, Rip Rap will be added to the exilsting
bed and bank configurction to mitigate potential erosive velocities,
Pond #4 (rear of site)
Q2 = 20 cfs Q10 = 7 cfs
The outfali ditch from this pond (see sheet 20A) is designed as a 6' wide grouted Rip Rap
channel with 2h:1v I side slopes. Velocities and depths are provided in the table below. No,
adverse impacts downstream are anticipated as a result of the 100—year storm.
Since the onsite runoff is conveyed per County standards to the North Fork and to the Route 29
storm sewer systems and the site contributing drainage area to the overall drainage shed is less
than 17a, it is the opinion of the submitting engineer that the outfall is adequate.
POND #2 OUTFALL
CULVERT Cu"'MPUTATIOIN41 S
Existing 36" RCP culvert, n=0.013, ke = 0.05
POND #1 OUTFALL
NOTE:
ALL OUTFALL DITCHES ARE VDT STD. CL.1
RIP—RAP WITH GEOTEXTILE FABRIC UNDERLAY
Inverts
POND,
y DESlGtiter
N
09 20 07
Pond #2
POND #31,
92.00
ft
Discharge,.
58.0
cfs
Outlet lrivert Elevation:
90,00
ft
SUNSET DRIVE
1103
ft
Length:
4&00
ft
0A
98,20
-17
Slope:
O 041667
ft/ft
25—yr freeboard = 1.57
ft.
20
Q10
Tailwater Elevation,
100
ft
2
Downstream Velocity.
18,52
ft/`s
Slope
1,1%)
Downstream Flow D,epth.1.37
, Acuo'!
17 � C�o
'f500
1,80
Flow Control Type:
R)OND #2
Y
P 0 N D #111
6"G. f
n
0.0351
0. 5
BRIARWOOD DRIVE—'
Q. 0 3
0.:0 5
0. r),3,:',
0,", 3 5
0. 5
U0135
Bottom Width
OUTFALL KET
N TS
A -'
ADEQUATE OUTFALL AAT'E
As shown on the above key map, this site drains directly to the North Fork of the Rivarinta everalong the western and southern' boundaries and directly underneath Route 29 along the east side
of the site. These five outfalls were designed and analyzed in accordance with Albemarle Courity
DSM standards for storm water conveyance.
In compliance with 'the adequate outfall ordinance (MS -19), the site does comply since the site
contributing drainage area is M7% of the overall area drainage area at the point of outfall. (50
acres / 74,240 cc, 0.00067 = 0.77o) This is well below the 1% threshold. -
However, to ensure that site runoff is conveyed to the North Fork in accordance with County
standards, the submitting engineer has provided computations on this sheet to indicate
COM0110nCe W, summarized here:
Pond #1
Q2 = 17 cfs Q1 0mm 22 cfs
11e outfall ditch from this pond is designed as a 4' wide riprop channel with 3h:1 v side slope$,
Two cross sectionsare shown. A—A and Al—Al represent a flatter longitudinal !slope and sections
A2—A2 and B-8 re . present the steeper slope of the channel, Velocities and depths are provided
in the table.
Pond #2
02 = 22 cfs Q10 29 cfs
The outfall ditch from this pond is designed as a 4' wide riprop, channel with 3h:lv side slope$,
this channel will ber installed after SB -3 is removed.
Runoff is conveyed',from this ditch to an existing 364� culvert that conveys runoff underneaffh
I
Route 29, There is also an approximate 16,5 acres of additional area that flC
ows to this ullvert
computations on this sheet, the culvert pipe
for a peak Q25 of '58 cfs total. Based on culvert
is adequately sized; to convey the 25—year peak runoff while maintaining a freeboard of at beast
184) below the edge of shoulder, The 2—year velocity in the pipe is non—erosive.
SB#3
The outfall to this temporary facility is via storm sewer pipe flow that connects to an
underground storm sewer pipe system underneath Route 29- Computations on this sheet indicate
that the existing storm sewer outfall pipe is adequately sized to convey the 10—yeor design
storm at a non—erasive 2—year velocity.
Pond #3 (rear of site)
Q2 — 21 cfs Q1 0 28 cfs
The existing configuration of this outfall ditch from this pond is adequately sized to convey the
10—year runoff within the bed and banks of the channel, Rip Rap will be added to the exilsting
bed and bank configurction to mitigate potential erosive velocities,
Pond #4 (rear of site)
Q2 = 20 cfs Q10 = 7 cfs
The outfali ditch from this pond (see sheet 20A) is designed as a 6' wide grouted Rip Rap
channel with 2h:1v I side slopes. Velocities and depths are provided in the table below. No,
adverse impacts downstream are anticipated as a result of the 100—year storm.
Since the onsite runoff is conveyed per County standards to the North Fork and to the Route 29
storm sewer systems and the site contributing drainage area to the overall drainage shed is less
than 17a, it is the opinion of the submitting engineer that the outfall is adequate.
POND #2 OUTFALL
CULVERT Cu"'MPUTATIOIN41 S
Existing 36" RCP culvert, n=0.013, ke = 0.05
POND #1 OUTFALL
NOTE:
ALL OUTFALL DITCHES ARE VDT STD. CL.1
RIP—RAP WITH GEOTEXTILE FABRIC UNDERLAY
Inverts
(Unit)
y DESlGtiter
Culvert Calculation
09 20 07
Pond #2
Inlet Invert Elevation-
92.00
ft
Discharge,.
58.0
cfs
Outlet lrivert Elevation:
90,00
ft
Headwater Elevationi.
96.63
ft
Length:
4&00
ft
Edge of Shoulder ==
98,20
-17
Slope:
O 041667
ft/ft
25—yr freeboard = 1.57
ft.
20
Q10
Tailwater Elevation,
100
ft
2
Downstream Velocity.
18,52
ft/`s
Slope
1,1%)
Downstream Flow D,epth.1.37
ft
17 � C�o
'f500
1,80
Flow Control Type:
Inlet Control, Submerged
POND #2 OUTFALL
r, r- -7
I
SECTION A—A
NTS
fl, 1a1 n
UIC
N
9
L I
SECTIOI-N C—C
NTS
Variable
(Unit)
y DESlGtiter
Pond #1
09 20 07
Pond #2
_R,,.
Y DRAFTSMAN-
Pond #3
07 20 07
Pond #4
FILE. NO,
A -A
Al -Al
A2 -A2
B -B
C -C
b -D
E -E
F -F
G_G
02
'Cfs1
-17
22
20
Q10
�Cfs
222,
4.
2
>
Slope
1,1%)
10._1110
`5. 00
17 � C�o
'f500
1,80
14, 80
15. 8 0
1Y.40
6"G. f
n
0.0351
0. 5
Q. 0 3
0.:0 5
0. r),3,:',
0,", 3 5
0. 5
U0135
Bottom Width
yt)
4
4
4
A
4
3
0
C,
_3
L Side slope
l -1:v
i
,.
31
31
3:1
4:.1
R Side slope
H -V
31
3-,,,
31
31
d1O
01 53
0,56
C). 46
0.-i a
62
1. 1
521
0,29
Flow Area
Isf)
2,95
49
2A &
3,43
2_44
4�
I 1
1 . 19 1
dmax
11 %
1. 00
1, ON,,
DO
-1.3",
1_00
8-0,
0
1. ()o
Q max
f's
74
115
106
-13,31
232
V 2
fps
6,8�,
[.%.l 5,
9, - 3 -2'
6,40
8,. 6)
6.41
9.93
1 12.71
� _33'
GRAP111C SCAU
3 1 G
Di MET
I inrah = 50 ft
rf
..........
AR
'n
N OTE:
ADD RIP—RAP TP,
CONFIGURATION OF
0
EXISTING CHANPEL
BED & BANKS
Q
_V
Vx
A
0-
Y} yC _4
"4
Jlu
fill
12
1
Ilk,
-- ---------- ---
e4 f
POND #3 OUTFALL
NOTE-.
ALL SWM & STM EASEMENTS kRE
PUBLIC UNLESS OTHERWISE N0TED
SECTION Al --Al
NTS
1311
REFER TO GRADING PLAN FOR
X—SECTION AND INSTALLATION
OF RIP—RAP ARMORING OF
EXISTING SLOPE D01WNSTREAM
FROM POND#4
I
I.f
r, A 11
a
S
k. I ECT10i\4 A2—A2
NTS
djo = 1,16
El
f -k A 4
Q10
SECTIO'N B—B
NTS
djo = 1.52
a
0
REVISM PER COUNTY COMMENTS
y DESlGtiter
t.
09 20 07
REMSED PER COUNTY COMMENTS
_R,,.
Y DRAFTSMAN-
JMZJAQ
07 20 07
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G:\PR0JEMBrlarwood\ENG\DWG�E&SC Plan\00-K6202 - ADEQUATE
OUTFALL ANALYSISdwg,
2!4/2010 9;57:16
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SB#3 OUTFALL COMPUTATIONS
eta, .;L, 199A,
THE PIPE OUTFALL TO SEDIMENIF BASIN #3 (LOCATED TO THE NORTH OF THE
BRIARWOOD [)RIVE ENTRNACE OFF OF ROUTE 29) FLOWS DIRECTLY VIA STORM ONIAL
SEWER PIPE 'THAT CONVEYS 1RUI\1OFF UNDERNEATH ROUTE 29, AS SHOWN IN THE
STORM SEWER COMPUTATIONS O)N SHEET 27 OF THE SITE PLAN, THIS PIPE71
ENGINEERING GROUPE PROJECT STATU.S.---'. 4/1 " 8/07
OUTFALL HAS A CAPACITY OF 25 CFS, WHICH IS, ADEQUATE TO CONVEY THE 22 a410 REVISED PER COUNTY COMMENTS
10—YEAR DESIGN FLOW OF 10,3 CFS. _12/OS0_f —REASED PER COUNTY COMMENTS 1=30t
REVISM PER COUNTY COMMENTS
y DESlGtiter
JD
09 20 07
REMSED PER COUNTY COMMENTS
_R,,.
Y DRAFTSMAN-
JMZJAQ
07 20 07
REMISE} PER COUNTY COMMENTS
FILE. NO,
04/18 /v
REASO PER COUNTY COMMENT' j
SP
-028F
0 ATE
AC -110N
VH Eff 12A OF 12
G:\PR0JEMBrlarwood\ENG\DWG�E&SC Plan\00-K6202 - ADEQUATE
OUTFALL ANALYSISdwg,
2!4/2010 9;57:16
'T
rg
r4
>
S
k I ECTION D—ru"" SECTIOri E—E SECTION E
NTS NTS NTS
op
'Qz,
4
4_
/JOHN
7
SB#3 OUTFALL COMPUTATIONS
eta, .;L, 199A,
THE PIPE OUTFALL TO SEDIMENIF BASIN #3 (LOCATED TO THE NORTH OF THE
BRIARWOOD [)RIVE ENTRNACE OFF OF ROUTE 29) FLOWS DIRECTLY VIA STORM ONIAL
SEWER PIPE 'THAT CONVEYS 1RUI\1OFF UNDERNEATH ROUTE 29, AS SHOWN IN THE
STORM SEWER COMPUTATIONS O)N SHEET 27 OF THE SITE PLAN, THIS PIPE71
ENGINEERING GROUPE PROJECT STATU.S.---'. 4/1 " 8/07
OUTFALL HAS A CAPACITY OF 25 CFS, WHICH IS, ADEQUATE TO CONVEY THE 22 a410 REVISED PER COUNTY COMMENTS
10—YEAR DESIGN FLOW OF 10,3 CFS. _12/OS0_f —REASED PER COUNTY COMMENTS 1=30t
REVISM PER COUNTY COMMENTS
y DESlGtiter
JD
09 20 07
REMSED PER COUNTY COMMENTS
_R,,.
Y DRAFTSMAN-
JMZJAQ
07 20 07
REMISE} PER COUNTY COMMENTS
FILE. NO,
04/18 /v
REASO PER COUNTY COMMENT' j
SP
-028F
0 ATE
AC -110N
VH Eff 12A OF 12
G:\PR0JEMBrlarwood\ENG\DWG�E&SC Plan\00-K6202 - ADEQUATE
OUTFALL ANALYSISdwg,
2!4/2010 9;57:16