HomeMy WebLinkAboutWPO201100037 Plan - As-built 2023-02-01WPO 201100037
ALBEMARLE COUNTY, VIRGINIA
GENERAL NOTES
OWNER: GLENMORE ASSOCIATES LIMITED PARTNERSHIP
1750 PIPER WAY
KESMCK, VA 22947
TELEPHONE. (4,54)817-0525
ENGINEER:
COLLINS ENGINEERING
200 GARRETT STREET, SUITE K
CHARLOTTESI4LLE, VA 22902
TELEPHONE. (434)987-1631
FAX: (434) 245-OJOO
CONTACT. SCOTT COLLINS, P.E.
EMAIL: SCOTTOCOLLINS-ENG/NEER/NG.COM
TA,S MAP NO..
093A5-00-00-00100
AREA. 46.281 AC.
ZONING. PRD
TAX MAP NO.:
09400-00-00-01600
AREA: 52.500 AC.
ZONING: PRO
USE.
SINGLE-FAMILY RES/DEN77AL
SUBDIVISION STREETS.
CURB & GUTTER
TOPOGRAPHY
TOPOGRAPHY PROVIDED BY LICENSED LAND SURVEYOR COdMONWEALTH LAND SURVEYING, LLC
IN MARCH, 2011.
VEGETATION.
ROLLING GRASS FIELD WITH EXIS77NG TREES
1
'v
VICINITY MAP
SCALE: 1" = 2000'
NOTE:
GENERAL NOTES ABOVE HAVE BEEN SOURCED FROM "GLENMORE — SECTION K213 PHASE B
WATER & SEWER PLAN" BY SCOTT COLLINS, COLLINS ENGINEERING DATED 11/30/2011.
ALBEMARLE COUNTY RECORD DRAWING
REQUIREMENTS (AS -BUILT) VSMPBUILT)FOR VSMP
(DISPOSITION IN ITALICS)
�
A SIGNED AND DATED PROFESSIONAL SEAL OF THE PREPARING ENGINEER OR SURVEYOR. (INCLUDED)
CURRENT OWNER/DEVELOPER
�
THE NAME AND ADDRESS OF THE FIRM AND INDIVIDUAL PREPARING THE DRAWINGS ON THE TITLE SHEET. (INCLUDED)
THE CONSTRUCTED LOCATION OF ALL ITEMS ASSOCIATED WITH EACH FACILITY, AND THE INSPECTION RECORDS TO VERIFY
PROPER DIMENSIONS, MATERIALS AND INSTALLATION. THE ITEMS INCLUDE, BUT ARE NOT LIMITED TO THE FOLLOWING:
GLENMORE ASSOCIATES LIMITED PARTNERSHIP
1.
INSPECTION RECORDS AND PHOTOGRAPHS FOR PIPE TRENCHES AND BEDDING, INCLUDING UNDERDRAINS.
(NOT INCLUDED, TO BE PROVIDED BY CONTRACTOR IF REQUIRED)
1750 PIPER WAY
2.
VIDEO PIPE INSPECTION FOR ANY PIPES WHICH ARE NOT ACCESSIBLE OR VIEWABLE. (INCLUDED)
KESWICK VA 22947
3.
UPDATED LOCATION WITH GEO—COORDINATES OF ALL FACILITIES. (INCLUDED)
i
4.
VERIFIED DRAINAGE AREA MAPS FOR THE DRAINAGE AREA TREATED, AND FOR DRAINAGE TO THE FACILITIES.
(INCLUDED — NO SIGNIFICANT DEVIATION IS EVIDENT)
5.
CURRENT PHYSICAL AND TOPOGRAPHIC SURVEY FOR ALL EARTHEN STRUCTURES. PONDS SHOULD INCLUDE A SURVEY
OF THE POND BOTTOM. SURVEYS SHOULD VERIFY POND VOLUMES ARE PER DESIGN. CORRECTIONS MAY BE REQUIRED
ENGINEER
FOR ALTERATIONS FROM THE DESIGN. (INCLUDED)
6.
PLANTS, LOCATION AND TYPE. (N/A)
COLLINS ENGINEERING
7.
PLANS AND PROFILES FOR ALL CULVERTS, PIPES, RISERS, WEIRS AND DRAINAGE STRUCTURES — DISPLAY THE
2OO GARRETT STREET SUITE K
INSTALLED TYPE OF DRAINAGE STRUCTURES, CULVERT/PIPE SIZE, WEIRS, MATERIALS, INLETS OR END TREATMENT(S),
INLET AND OUTLET PROTECTION, ALIGNMENT AND INVERT ELEVATIONS COMPARED TO DESIGN. (INCLUDED)
CHARLOTTESVILLE,'VA 22902
8.
COMPUTATIONS: FOR SIGNIFICANT DEVIATIONS FROM DESIGN, PROVIDE SEALED COMPUTATIONS VERIFYING THAT
434.293.3719
THE AS —BUILT CONDITION IS EQUIVALENT OR BETTER THAN DESIGN. (INCLUDED)
9.
DITCH LINES — DISPLAY THE CONSTRUCTED LOCATION OF ALL DITCH LINES AND CHANNELS, INCLUDING TYPICAL
SECTIONS AND LININGS. (N/A)
NOTE:
10.
EASEMENTS — SHOW ALL PLATTED EASEMENTS WITH DEAD BOOK REFERENCES LABELED. FACILITIES AND DRAINAGE
AS —BUILT PLANS PREPARED BY ROUDABUSH, GALE & ASSOCIATES
MUST BE WITHIN PLATTED EASEMENTS. PROVIDE COPIES OF RECORDED DOCUMENTS. (INCLUDED)
11.
GUARDRAIL, FENCES OR OTHER SAFETY PROVISIONS — DISPLAY THE CONSTRUCTED LOCATION OF ALL SAFETY
PROVISIONS; FENCES, GUARDRAIL, INCLUDING THE TYPE, LENGTH AND APPLIED END TREATMENTS, COMPARED TO
DESIGN. (N/A)
12.
MATERIAL LAYERS — BIOFILTER MEDIA, STONE LAYERS, SAND LAYERS, KEYWAYS AND CORES MUST BE VERIFIED AS TO
MATERIAL TYPES AND DEPTHS. INCLUDE INSPECTION REPORTS, BORING OR TEST PIT REPORTS AND MATERIALS
CERTIFICATIONS. BIOFILTER MEDIA MUST BE AN APPROVED STATE MIX.
(NOT INCLUDED, TO BE PROVIDED BY CONTRACTOR IF REQUIRED)
13.
ACCESS ROADS —SHOW LOCATION OF ACCESS ROADS, SURFACE TREATMENT, DRAINAGE, ETC, AS APPLICABLE. (INCLUDED)
14.
COMPACTION REPORTS ARE REQUIRED TO VERIFY FILL COMPACTION IN DAMS.
(NOT INCLUDED, TO BE PROVIDED BY CONTRACTOR IF REQUIRED)
15.
MANUFACTURERS CERTIFICATIONS FOR PROPRIETARY BMP'S CERTIFYING PROPER INSTALLATION AND FUNCTIONING.
(N/A)
SHEET INDEX
SHEET 1 ------ AS —BUILT COVER SHEET
SHEET 2 ------ AS —BUILT DRAINAGE AREA
SHEET 3 ------ AS —BUILT SWM FACILITY 1
1. THE ORIGINAL DESIGN PLANS AND PROFILES USED FOR THIS
AS -BUILT SOURCED FROM "GLENMORE - SECTION K213 WATER
& SEWER PLAN" BY SCOTT COLLINS, COLLINS ENGINEERING
DATED NOVEMBER 30, 2011.
2. FIELD WORK WAS COMPLETED ON JAN. 10, 2023.
3. SUBDIVISION PLAT: DB: 4237 PG: 322
4. F__j DENOTES AS -BUILT INFORMATION
5. THIS REVIEW DOES NOT IMPLY IN ANY WAY;
a. THAT INSPECTIONS WERE MADE DURING CONSTRUCTION,
b. TO THE QUALITY OF THE WORK, OR
C. TO ANY ELEMENT OR STRUCTURE NOT VISIBLE OR DEPICTED
ON THE PHYSICAL SURVEY.
I, JIM TAGGART, HEREBY CERTIFY THAT, TO THE BEST OF MY
KNOWLEDGE, THIS AS -BUILT PLAN REPRESENTS THE ACTUAL
CONDITION OF THE STORMWATER FACILITY, AND THAT ALL ASPECTS
OF THE STORMWATER FACILITY WERE CONSTRUCTED SUBSTANTIALLY
IN ACCORDANCE WITH THE APPROVED DESIGN PLANS, UNLESS
NOTED OTHERWISE.
*DESIGN DATA SOURCED FROM "GLENMORE - SECTION K213 WATER &
SEWER PLAN" BY SCOTT COLLINS, COLLINS ENGINEERING DATED NOVEMBER
30, 2011. AS -BUILT DATA FIELD SURVEYED BY ROUDABUSH, GALE &
ASSOCIATES, INC. ALL HORIZONTAL AND VERTICAL VARIATIONS BETWEEN
APPROVED PLANS AND THE AS -BUILT FEATURES ARE INDICATED ON THESE
DRAWINGS.*
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DATE:
5/12/2022
SCALE:
AS SHOWN
JOB:
GLENMORE K2B
FILE:
367
SHEET:
HEE�TF�OWTc=o.i�hrs. �\
EO,NJC. FLOWTE- o?Ikrs.
\\ a100 YEAR \ \ \ \ ' ' \ \ \ \ {/ U� ¢ �♦ \CHANNEL FL`UVJ = o h�
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\yrR \\ ND,CA�LCULATII N / \ \ \ \ ` ` 1 I I I I 1 �► , `� ♦,\ \'\ ` \
EXISTING STREAM . ` `� CONTRA • O r{LLINSTALL��D A' #�' \ ! \,I \
\ R WW H i►+� , \ of
\ \ 1 } 4RAPEZgIDAL RIPRA DITCH'fR ,M7 E 1 , ` \ �,-, '-� \ 6•B�d�•
' .-�\ S CHACINE�ADEUUJYE�(HIBIT _ , OWTk�T DF SWJiA# JOT IE HEAbC�YrO / , , J`I -`` �'�1 _ '`, TC 21 h13•� �� ♦ \�\
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I � I I I I I I I I , , 1\ \\\ �`. �\• �'•. `1 \.\ �_ /` �1 1 \ \� i, � `\ It
THE THREE EXTENDED DETENTION BASINS SHALL BE DESIGNED TO TREAT 35%OF
THE IMPERVIOUS AREA. MINIMUM PHOSPHOROUS REMOVAL RATES FOR FACILITIES
1,2AND 3ARE 1o%,25%AND 14%RESPECTFULLY. THE FACILITIES ARE ALSO
DESIGNED FOR A MINIMUM OF A3o HOUR DRAWDOWN WITH 2xTHE WATER QUALITY
VOLUME. FOR EVIDENCE OF THE WATER QUALITY TREATMENT, WATER QUALITY �/ �` �'` —•• �\ ; \
VOLUMES & DETENTION COMPLIANCE, PLEASE SEE THIS SHEET AND THE General construction notes for Stormwater Management plans 1
FOLLOWING SWM DETAILS & CALCULATIONS. 1. All dams and constructed fill to be within 95% of maximum dry density
PLEASE NOTE THE SOIL AROUND THE SPILLWAYS ARE TO,BE AT gg%COMPACTION
and 2% of optimum moisture content. All fill material to be approved by l V
WITH AN IMPERVIOUS CORE AND CUT-OFF TRENCH. THE EMERGENCY SPILLWAYS a geotechnical engineer. A geotechnical engineer is to be present during
ARE TO CONCRETE LINED AND DOWNSTREAM OF THE SPILLWAYS ARE TO BE GRASS 'construction of dams.
LINED. THE FOREBAY SPILLWAYS SHALL BE CONSTRUCTED OF GABION BASKETS 2. Pipe and riserjoints are to be watertight within stormwater / 15' SWM ACCESS & _
WITH Y8" STONE STONE ON THE UPHILL SIDE OF THE WEIR. management facilities. ' MAINTENANCE EASEMENT
ADDITIONALLY, ALL EXISTING BIOFILTERS SHALL REMAIN IN PLACE FOR AS LONG AS 3• For temporary sediment traps or basins which are to be converted to
POSSIBLE DURING CONSTRUCTION. permanent stormwater management facilities; conversion is not to take /
place until the site is stabilized, and
ALL LOW -FLOW ORIFICES ARE DESIGNED FOR A3o-HOUR DRAWDCE WITH CR TIME FOR permission has been obtained from the County erosion control inspector. /
TWO TIMES THE WATER QUALITY VOLUME IN ACCORDANCE WITH DCR'S VSMH.
IWAF
>'
r.f
J
r •.
i
WITH CONNECTI N TO CARROLL CREEK ROAD
1 FOR ACCESS AA MAINTENANCE
40
\do
` s
JCL III RCP RISER &BARREL FROM 1 /
• ` �� �` SEDIMENT BASIN TO REMAIN to L G— tee` ~ r
IN PLACE AND CONVERTED TO �40
THE OUTFALL SYSTEM FOR THE—
_ /PROPOSED EXTENDED DETENTION to
/FACILITY(TYP.)
_EXTENDED DETENTION FACILITY #3 ! •► / / // \
SEE SHEET 17 FOR
R DETAILS
EXTENDED DETENTION FACILITY #2� . % ± / \ ,, J� X��
SEE SHEET 16 FOR DETAILS /
SWM FACILITY 2 NOT INCLUDED ` a
IN THIS AS —BUILT PLAN SET
/ P C,kk LE 1,
�� 5 EETFLOW Tc-o.� rs. / / / •/ / / / / I I I 1 , \ \
TT SY 8 ` 1 0 0 / 80 `320
� // CgNG FV6W TC= o.olhW /
��► ♦ `mil rw i/ CHANNEL FL W Tl o/ohrs! /
\\ 4 / at` — '''"/ / FINAL 6hrs /
�* ■� / /SEE 24-H l�R Sq� gI�EU TIONS i / �( ANT)
FOft ADP TIOI� AL DETAIL
DESIGN DRAINAGE AREA
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/ r DRAINAGE AREA
IMPERVIOUS CO
ON
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/ 16
,
AS -BUILT DRAINAGE AREA
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ISM
NOTE: TOPOGRAPHY AND PHOTOMOSAIC
FOR AS —BUILT DRAINAGE AREA SOURCED
FROM AERIAL SURVEY BY RGA ON
1/9/2023. PRESENCE OF DITCH ALONG
NORTHERN PERIMETER OF DRAINAGE
AREA CONFIRMED THROUGH FIELD VISIT
BY RGA ON 1/10/2023
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DATE:
5/12/2022
SCALE:
AS SHOWN
JOB:
GLENMORE K213
FILE:
367
SHEET:
2 OF 3
-UTILIZE EXISTING BASIN
GRADINC & CRRATE MORE'
VOL
jlfffE VIA THE
PROPOSED CUT SLOPES.
TI DER NO CIRCUlAfSTANCE
SHALL THE CONTRACTOR
CREOTE FILL )fITHIN TI{ff
BASIN OR FLOODPLAI \
D.;SHALL AfAV
1
,;�•, ; ,1 -I l 1-111-1 III-1� A'
:it = 1I II!I �I II �IIII� 1
.1A
,�'; • . ,' ;% III-
Z
„ \ \ 20' cONC. 1 \
\ SPILL FAY AT `
\ ELEV = \30�.50
"PROPOSED VAR. \ \ \ \ . \\ \ \ \ / ♦//
NIDTH SNM
FACILITY EASEMENT e�j'• Oy I RC
MULTI -STAVE RISER )WV \
ELEV. = ,3Q0a00 w
= FIVE_ " 1FD-FLO
ORIFICES ® EL-VE =,998.6�
ONE -Of" LOIY-FLO#r 1 -
_ IN ORIFICE ®FhfV.-- 8��1 _ W � -- W-
r'/
/ -- IN. WATEQUALITY
VOLUME R QUIRED
O(2X)rev) 4r,49fgf. A'AT05R \ \
QIj!LIT'Y VOLUME -
\ PRO'VIDEJJ- 1 AB2 J`
10'\TOP OF D,�AM
AT LEV = 302:0 \ \
" TtYIDE FLAT BENCH AT THE
\ EDqE OF THE EMRANAiVEI� ON
CUP -SIDE , SIDE OF THE FACILITY w/
3:1 SLOPES ON THE INTERIOR'OF
YWYA. FACILITY & 2.•I SLOPES
♦�♦ ABOVE THE BENCH TYING\INTO\
EXISTING GROUND,
I CULVERT UNDERNEATH
-I `ACCESS EARTHEN ROAD TO
I.I!f- \VL�UTF�4LL DITCH INT�O�SNM \
-i FACILITY
t
I -I MIN- FOREBAY\VOLUME
I _ \ REQ'D= 1,123cf. FO �EOAY
-1 I \�OLUME `PROVIDED= 417cf
�f=III 11 \
i =11 Q UPSTREAM
�I I I N I 1=� \ vECE1'ATiVE' �
BUFFER
!III-111-
W W - -- W -
>' FOREBAY TOP OF - l
DAM ELEV. = 300. 0' ` 0
FOREBAY & 5' WIDF/FOREE18Y SPILLWAY
SHALL BE COPSTRUCTED F GABION o o
BASKETS WITHVDOT# COARSE
AGGREGATE ON THE UPHILL SIDE OFTHE
WEIR &GLASS IRTHE DOWNHILL P
SIDE OF THE WEIEIR.. GEOTE ICE FILTER/ '
J FABRIC U1dDERLAYMENTSHALLBE-
INSTALLED. WEIR SHALL HAVE in. SIDE O
5LOPE'7,
SWM FACILITY 1 DRAWING FROM
APPROVED PLANS BY COLLINS
ENGINEERING DATED 11/30/2011
EVERT UNDERNEATH
SS EARTHEN ROAD TO Il
ALL- ROADSIDE DITCH
o O ST{'M FACILITY - 1
SWM FACILITY #1
SCALE:• P� 2O'
ITE: A FIELD REVISION DATED MAR. 1, 2022 BY ROUDABUSH, GALE & ASSOCIATES INDICATING THAT THE EMERGENCY SPILLWAY
iS TO BE RINRAP INSTEAD OF CONCRETE WAS APPROVED VIA EMAIL BY DAVID JAMES OF ALBEMARLE COUNTY ON MAR. 2, 2022.
RIP RAP
LEVEL SPREADER
3 CONC. LEDGE
----------
��
10.0 LF 18 ------ �-
I.0.=272.45' HDPE ® 0.7%
a1
S
CONC. LEDGE
ELEV.=272
I
LENGTH = 5'
RIP RAP
69' Le`o EMERGENCY
SPILLWAY
ELEV.=300.1'
STORM MH
TOP=278.1'
I.I.=274.2'//=� r
I.0.=272.52
48.6 LF 18" f� -
// HDPE ® 11.9% /
STORM MH `�
PROPOSED PRIVATE TOP=I.I.=288.8' I.0.=2800'
STORM WATER .
MANAGEMENT EASEMENT
(HATCHED AREA) /
*UNDER REVIEW* / ///
87.6 LF 18"
/ I HDPE ®2.2%
VARIABLE WIDTH PRIVATE \
NOTE: 1' CONTOURS USED WITHIN SWM STORM WATER \ll
FACHITY FOR INCREASED DETAIL. 2' MANAGEMENT EASEMENT
CONTOURS USED FOR REMAINDER OF SITE DB. 4237 PG. 322
•
Routing Method: storage -indication Basin Input Data
-
PREMERGENCY
SPILLWAY CREST 2-Year, SCS 244iour Storm 7ComowAreas
ELEVADON= 3BB.-58inflow(cfs) 1o.2oa at 11.95(Ms) FJevatron(ft) Area(sf) Computed Vol.(cy)
300.1' RD?RAP NOT discharge(cfs) 9-079at 12.01(hrs) 292.00 3.00 0.0
��.rnpeniousArea= AS -BUILT 53,894sf water level (ft) 3oo.422ati2m2fts) 294.00 127.00 3.7
28' - Ainimum JForebm, ,
DATA 1123 of storage 24o•374 295.00 269.00 10.9
a96.00 544.00 25.6
'Aifllmum Water 10-Year, SCS 24-hour Storm 298.00
/ TOP R13ER=299.8' 1187•00 88.2
(2) 3" ORB.=299.2' Ainimum WsaterQuLiny vuiunu 2,246 Cinfow(cfs) 2o.cooat =95(Irs) 300.00 2057.00 2o6.9HANSON CONCRE(s) 8" ORB. AVC.=298.8' .x Minimum Water Vdme= 4,491 of discharge 1g.654at 11g5(hrs) 307.00 3016-00
393.6
ANTI -VORTEX ` ' (2) 3" ORHr.=295.4' aleustion Corresponding to 2x WQV= 298.68It waterlevel(ft) 3oo.6giat =95(hrs)
TRASHRACK IV/ 1" ORU'=293.e' storage(q)Start-Elevation(ft) z9z.00
263.475 Vol.(tY) 0.00
/ TOP PERFORATED 8" PVC=298.9*
/ BOTTOM PERFORATION=292.4' Extended Detention Basin #"11 zoo-Yea,SCS 24-hour Storm 5 Outlet Structures
I.O. 18" ®PE=290.7* inflow cfs 6 at v.
Ta1wlAue�d' ( ) 39�83 95(hrs) Outlet structure 0 Outlet structure 3
TRASH RACKS SHALL BE-
--INSTALLED ON ALL"
ORIFICES PER VSMH,
:TECHNICAL OULLE71N #7
PERFORATED PIPE. I SEE—`
DETAIL ON SHEET 17.
RISER
'm0n (R)
Basin
Volu
discharge(cfs) 39.4o8at 21-95(hrt)
Orifice
Culvert
water level (ft) 30o,961at 11,95(hrs)
name: 3orr Drawdown Orifice
name: Barrel
c
..
-
area (sf) oao5o
multiple a
2-92
SEE AS -BUILT
diameter ordepth (in) t.000
width for rect. (in) 0.000
discharge out ofriser
ID (in) 18.000
u
ELE{ ONE'-®1 LON-FLOW
294
i 00
CALCULATIONS
coefficient 0-600
h (m) 0.000
ORIFI�is" hLB` `
2?''
uyj
SUBMITTED UNDER
invert(ft) 292.000
Length (it) 88.000
ORIFICE COEFF= 0.6
2:
)
SEPARATE COVER
multiple 1
Slope 0,011
CL III R
1'
483
1,16f
E2
discharge eutofriser
Inlet coeff. Ke 0.500
P?R
15
2 057
$
Outlet structure1 Equation constant set 3
a
88.00 9�
3.'
30Z
3, 016
1r
Orifice
Mid-FbwOrrfkes
Invert (ft) z8g.000
,
name:
-
Existing Facility Volumes
ardepth o.16.
OutletCuructure4
diameter or depth (in) 6.00o
Curare
Total Area of
Elevation
width for rect. (in) 0.000
name: Anti Vortex
87.8 LF 18`
Basin Contours Volume (ci)
coefficient a6ao
multiple 1
P
)77NG
HDPE 0 2.2%
00
M
ENCYSPILLWAY
AL
26',
n!a
n!a
292
BIB
nta
100 YEAR
294
n/a
_9e
WEE.-M&9 o-
300.45'
296
10 YEAR.
298
873
1,246
WS.E.-3&,,
300.14'
300
1,471
3,564
298.68o
Invert (ft) 300.000
multiple 5
discharge into riser
discharge into riser
file:twentyfourtM
Outlet structure s
Weir
name: Proposed Spillway
length (fit) 2oeoo
sideangle 45-�
coefficient 3.3
2 YEAR 30 2,163 7,176 invertO 300.500
multiple 1
W.S E "` " 299.30' = Proposed facility volumes are ry' . disc a thro hdam
dRN. FOREBAY COMBINED 10 -11 u9
VOLUME RAq D= I,123cf, MIN. EATER gUALITY VOLUME than existing facility volumes. thus ( � BIDE FLA.i' BEA�E AT TBB EDGE OF
TOTAL FOREBAY VOLUME REQUIRED i2=BgVI= 4,491cf. IS PROPOSED WITHIN THE FLOODPLAh THB AW&Aff"EAT ON CVT SIDE OF THE
PROVIDED- BATTER QUALITY I'O&UNW BANS FACILITY w/ 3.•1 SLOPES ON TBB' INTERIOR
1,312ef PROVIDED= CONCRETE EXISTING TOP OF DAM TOP OF FORLBAY DAM OF TWW FACILITY & Z/ SLOPB:S' ABOVE
30,31sef BASIN TOP OF DAM
ANTI-VORTE7C ELEV.= 302.00 �pT}/= 10' AT AN f00 YEAR soo.45' EW1pE A 1.0 A TNB BEACH TYIAW IRTO BXISTIAC GROUNLt
1' WIDE FOREBAY TOP OF 7RASHRACK
- DAM ELEV.= 3BB:BB- *,F 28 � IMDE�Blde- WEIR ELEVATION= 302.00 W.S.E=3B&9fT 2-YEAR STORM EbFN7'
299.7'
' OUTFACE CHANNEL.. 10 YEAR .� DOES NOT CREST THE
MAX. EMBANKMENT W S E 300.14' EMERGENCY SPILLWAY
�HT=6' (302-296) 2 ' 100
' - WEE, 299.30' fy, W.S:E. 300.45'
1C'
TOP RISER=299.6' `
(2) 3" ORIF.=299.2' 1 `\
(5) 6" ORIF. AVG.=298.6' 1\
(2) 3" ORIF.=295.4'
1" O 93.6'
PERFORATED
TOP PERFORATED 6" PVC=298.9'
\l BOTTOM PERFORATION=292.4'
---�LO. 18" HDPE=290.7 r
SWM FACILITY: J/
GEO-COORDINATES:
\ 37.979106,-78.376728
►I
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i•, 2 1
all
�11IIIL11_
ION BASKET
... �►►-_llp
SWM
FACILITY 1
RGA
AS -BUILT
DRAWING BASED
ON
MARCH, 2022
AND
OCTOBER,
2022 SURVEYS
Inflow Hydrographs
3Inflow Hydrographs
Hydrograph o
SCS
name: 2-Year, SCS 24-hour Storm
Area (acres) 5.440
CN 77.800
Type 2
rainfall, P (m) 3.700
time of conc. (hrs) o.1600
time increment (hrs) 0.0210
time limit (hrs) 30.000
fudge factor 1.00
routed true
peakflow(cfs) 10.229
peak time(hrs) n.938
volume (cy) 11g5.94o
Hydrograph i
SCS
name:lo-Year, SCS 24-hour Storm
Area (acres) 5.440
CN 77.800
Type 2
rainfall, P (in) 5.600
time of conc. (hrs) o.1600
time increment (hrs) o.o210
time limit (hrs) 3o.000
fudge factor 1.00
routed true
peak flow (cfs) 20.053
peak time (hrs) 21.938
volume (cy) 2344.531
Hydrograph 2
SCS
name: loo-Year, SCS 24-hour Storm
Area (acres) 5.44o
CN 77.800
Type 2
rainfall, P (in) 9.1oo
time of conc. (hrs) o.1600
time increment (hrs) o.o210
time limit (hrs) 30.000
fudge factor 1.00
routed true
peakflow(cS) 39.940
peak time (hrs) si.938
volume (cy) 4669.797
-- EXISTING TOP OF
DAM WIDTH= 10'
AT AN ELEVATION=
* �. ,: PONDING i,4 ?:. \ . �� - -- - - ----- - ------ -- 1 SE 300.14' 302.00'
SP,l1Qm N DEPTH 1 ' 4'i'' :r[ _ Jt- -- ---- - --- - - - "0 1.04' OF
6' FREEBOARD
f p DURING THE
BOTTOM OF c ORIFICE COEFF= 0.6 's -._: r,:3• _ y
ELEV. z'9�e 294.8 / - ---- -
100-YR
FOREBAY& 5'WIDE FOREBAY SPILLWAY- STORM EVEN
SHALL BE CONSTRUCTED OF GABION MIN. 8' WIDE 0 TOP &
BASKETS WITH VDOT #3 COARSE BOTTOM OF DETEN7T0 CL III RCP BASIN's BARREL SHALL WEIR COEFF= 3.3
4' DEEP IMPERVIOUS �- WEIR COEFF.= 3.3
AGGREGATE ON THE UPHILL SIDEOFTHE BASlN= z9:?8O MOLT --STAGE RISER. " CORE &CUTOFF W�AI-L INTO PROPOSED -�- ' ` ,
/EIR&CLASSIRIPRAP ON THE DOWNHILL 292.4 SEE THIS SHEET FOR CL I11 TRENCH WITH 1:1 SIDE LEVEL SPREADER 9' ZB
SIDE OFTHE WEIR. GEOTEXfILE FILTER DETfl r, .- 2f'1;" $(-OPES• SEE' f)E!AIL ON IMMEDIATELY OPS7RFAA1 FOREBAY SPILLWAY SPILLWAY ELEVATION=
FABRICLED. WEIR SHALL A NT HAV HALL BE fir NEXT SHEET FOR OF FLOOD PLAIN AREA. ELEVATION= 29&00 CONC. LINED
INSTALL RESTELEV.t,.0 5'( ISIDE 87.6 LF " ADDITIONAL INFORMATION. SEE ESC PLANS AND 36d-5B'
.OPESw/ACRE57ELEV. 6-ec 5'(W)xg'(L) HDPE ®2.2% ,�.. UOO SHEET 15 FOR 298.8' - 30E SPILLWAY
298.8' UT= ADDITIONAL INFORMATION.
EXTENDED DE1h1'v j `1 ojV _5ASIN #1 FOIREBAYSPILLWAY_) EMERGENCYSPILLWAY
NTS NIWS NTS
AS -BUILT VOLUMES
BASED ON MARCH,
2022 RGA SURVEY
Elevation Area of Basin Volume
(ft) Cell Contours (sf) (cf)
292
0
0
294
141
141
295
245
334
296
378
646
298
734
1758
300
1966
4458
302
3277
9701
Elevation Area of Forebay Volume
(ft) Cell Contours (sf) (cf)
294
0
0
295
18
9
296
58
47
298
276
381
300
655
1312
Elevation Total Area of Volume
(ft) Basin Contours (sf) (cf)
292
0
0
294
141
141
295
263
343
296
436
693
298
1010
2139
300
2621
5770
302
3277
11657
REQ'D VOLUME = 4,491cf
11.657cf > 4.491ef
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invert (fit)
DATE:
5/12/2022
SCALE:
AS SHOWN
JOB:
GLENMORE K2B
FILE:
387
SHEET:
3 OF 3