HomeMy WebLinkAboutWPO201100037 Plan - As-built 2022-06-01WPO 201100037
ALBEMARLE COUNTY, VIRGINIA
GENERAL NOTES
OWNER:
GLENMORF ASSOCIATES LIMITED PARTNERSHIP
1750 PIPER WAY
KESWICK, VA 22947
TELEPHONE: (434)817-0525
ENGINEER:
COLLINS ENGINEERING
200 GARRETT STREET, SUITE K
CHARLOTTESVILLE, VA 22902
TELEPHONE.- (434)987-1631
FAX: (434) 245-0300
CONTACT. SCOTT COLLINS, P.E.
EMAIL: SCOTT@COLLINS-ENGINEERING.COM
TAX MAP NO.:
093A5-00-00-00100
AREA: 46.281 AC.
ZONING: PRO
TAX MAP NO.:
09400-00-00-01600
AREA: 52.500 AC.
ZONING: PRO
USE.-
SINGLE-FAMILY RESIDENTIAL
SUBDIVISION STREETS:
CURB & GUTTER
TOPOGRAPHY:
TOPOGRAPHY PROVIDED BY LICENSED LAND SURVEYOR COMMONWEALTH LAND SURVEYING, LLC
IN MARCH, 2011. -
VEGETATION:
ROLLING GRASS FIELD WITH EXISTING TREES
u
NOTE:
GENERAL NOTES ABOVE HAVE BEEN SOURCED FROM 'GLENMORE - SECTION K2B PHASE B
WATER & SEVER PLAN' BY SCOTT COLLINS. COLLINS ENGINEERING DATED 11/30/2011.
CURRENT OWNER/DEVELOPER
GLENMORE ASSOCIATES LIMITED PARTNERSHIP
1750 PIPER WAY
KESWICK, VA 22947
ENGINEER
COLLINS ENGINEERING
200 GARRETT STREET, SUITE K
CHARLOTTESVILLE, VA 22902
434.293.3719
NOTE:
AS -BUILT PLANS PREPARED BY ROUDABUSH, GALE & ASSOCIATES
VICINITY MAP
SCALE: 1" = 2000'
ALBEMARLE COUNTY RECORD DRAWING
REQUIREMENTS (AS -BUILT) FOR VSMP
(DISPOSITION IN ITALICS)
•• A SIGNED AND DATED PROFESSIONAL SEAL OF THE PREPARING ENGINEER OR SURVEYOR. (INCLUDED)
• • 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:
1. INSPECTION RECORDS AND PHOTOGRAPHS FOR PIPE TRENCHES AND BEDDING, INCLUDING UNDERDRAINS.
(NOT INCLUDED, TO BE PROVIDED BY CONTRACTOR IF REQUIRED)
2. VIDEO PIPE INSPECTION FOR ANY PIPES WHICH ARE NOT ACCESSIBLE OR VIEWABLE. (INCLUDED)
3. UPDATED LOCATION WITH GEO-COORDINATES OF ALL FACILITIES. (INCLUDED)
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
FOR ALTERATIONS FROM THE DESIGN. (INCLUDED)
6. PLANTS, LOCATION AND TYPE. (N/A)
7. PLANS AND PROFILES FOR ALL CULVERTS, PIPES, RISERS, WEIRS AND DRAINAGE STRUCTURES - DISPLAY THE
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)
8. COMPUTATIONS: FOR SIGNIFICANT DEVIATIONS FROM DESIGN, PROVIDE SEALED COMPUTATIONS VERIFYING THAT
THE AS -BUILT CONDITION IS EQUIVALENT OR BETTER THAN DESIGN. (N/A - NO SIGNIFICANT DEVIATION IS EVIDENT)
9. DITCH LINES - DISPLAY THE CONSTRUCTED LOCATION OF ALL DITCH LINES AND CHANNELS, INCLUDING TYPICAL
SECTIONS AND LININGS. (N/A)
10. EASEMENTS - SHOW ALL PLATTED EASEMENTS WITH DEAD BOOK REFERENCES LABELED. FACILITIES AND DRAINAGE
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 BMPC CERTIFYING PROPER INSTALLATION AND FUNCTIONING.
(N/A)
SHEET INDEX
SHEET 1 ------ AS -BUILT COVER SHEET
SHEET 2 ------ AS -BUILT SWM FACILITY OVERVIEW
SHEET 3 ------ AS -BUILT SWM FACILITY 1
1. THE ORIGINAL DESIGN PLANS AND PROFILES USED FOR THIS
AS —BUILT SOURCED FROM "AVON PARK DEVELOPMENT ROAD
PLAN" BY SCOTT COLLINS, COLLINS ENGINEERING DATED JUNE
17, 2021.
2. FIELD WORK WAS COMPLETED ON MARCH 04, 2022.
3. SUBDIVISION PLAT: DB: 4237 PG: 322
4. = 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.
*ROAD. UTILITY, AND OTHER DESIGN DATA TAKEN "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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Lfc. No.
22841 �41
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DATE:
5 12 2022
SCALE:
AS SHOWN
JOB:
GLENMORE K2B
FILE
387
SHEET
1 OF 3
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SWM FACILITY 1
SEE SHEET 3
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\ \ `�f / ♦ 4 FINA�Tc-o �ihls \
/ \� `, r r..i.. , \ a;, FLOOD PLAIN 1 \ •
I I l WM FACILITY TO HAVE A SWM EASEMENT 100' STREAM BUFFER \ _ `�! Aye ` \ �/���zy=HI SCS CAL >
I ® � ��\ `�� �• ' �\` �W\ \ \' \ \ \ \ ' i-- \ � ` �• % ` / � /♦, � ♦! \ A\ � \ E C.UC TIONS
11 % '\ R DD TIU, L D TAI�\S
/ ./ �. \ r+,l, • ^� �,*.' Al ,E• .\ \ .\ \ \ �.. / •.-.,__ '-� \ \ \'`, t / /
ITH CONNECTION TO CARROLL CREEK ROAD f - �\ �,' :�•,, x c \ \ / \ \ \ ' \ ♦ / \ \
- J OR ACCESS AND MAINTENANCE �• // \ w,;, y , \\� t \ \\ \ I $ / \ \ \ \ t \ I ` ® I ♦ \ \ \
r /� NO SIGNIFICANT \ \ \, gE� UBI�F TT L �'ACKA
r \ F R MS-1 & HAAIN \ \ ♦� %� , \
CHANGES TO DRAINAGE. >::•. \\\ �\ \\� \ 4 s/ \ ` I \ �• \ \
® „ 4 .�, d BQtJA Y' R S S S , \
J�� / /iAREA ARE EVIDENT ` ",'.a>yt` \c\�\�/+h1D,l� c�11�T9N/ / �\ \ ` \ I I I I I r ,(r'\ 1 !��\ �\ ,\ t� \ o
DEDDETENTIONFACILITY#1/ `� �'/� ( \� \i' w' P \ \\` \�\\ \�' .� / / /1 \ ` • \ �� , \ �\ l It I ,1�� _ " _ \ �� \ �\
HEET 16 FOR DETAILS /` / tr fly/ , 4 ` ��\��t''' \, `y EXISTING STREAM . / , ` \ CONTRACjO LLINSTALLA i I , I I I I \ ♦� 1 �Q A' #�' \ _ - \
t } 4RAPEZ IDALRIPRAPDITCH-hqMTf�E1 , , \ \�\,
�, OIUT �TsW # OT EHEAbC 0 / �_ ' TC 21 h13•
\�� , ;,,.d'g•'� ;`i.`,.- \\ '� .�� 505, NE�ADE UA YE�(HIBIT l� ! •\ '`„1qo '9 '� Q
\ L �i•+r \ -/ HE XISTING INTER,3,5TTT FIT EAM U NG
` ( t� \ T , \ •s'd , yj!y, °.,;, + . \ \ & REPORT FOfiAD ITIONA 1T" Fi VTR �If ♦ `'� CN= \h O
1v "Y, .,fit•, \'/".. ,MS,19 _ p �' --� �DO sTD/EC-s�CL.II TYR@8 IPRAPW/ �� \ e` �../` 1,. `0. 77��1� \' 'A \� i
\9EG�AA[�ETAJLSICALCULAT NSE E ' E� �r \ �d� C� g +'St'a's /GE&?TEMII, FIL RFA�(fIC,UNO RLj�YM �/ m
"`-,a'' 5 , y � �., ` � �• \ OY'7 58 f {' P DI CM WIIJTH-2e,'0 TH OF DITC�3a', ♦ l .. `` - -� \ ` ` _ -off- \ ` /�•
! ♦ ��� l 5.4k C•,! v / \ \ \ biN W '.{? 2. �= t798 cfs � sIUESL0YKS-:t § DE PTH(F TDa a') O' 1 \ \
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3 �// \" = n ? ' ��, i't: h�a; ., '•/ ` l I "�E, SWM FACILITIES�fO HAVE SWM EASEMENTS \_ A��� \ \ i I i a
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ah4 Lp�� a' '•\ s � WITH CONNECTI�IN TO CARROLL CREEK ROAD ` '-•� ��- 1 ` � \\� //'y ♦ / // � g
( `,r;„„ ?' . \ ` , 1 FOR ACCESS ANI? MAINTENANCE
1 � / / � "\ `�\� � ,� \ -� ■ � �` � \•\ '*: '�,.:'�U''l';•' .? ;; \ .� `1 0 e .� � .,_ �++- __ ,yam \ -� �.... '�- ` 1'�1, _ y 1 1 1 � ♦ ( �J]Jy'�"1/ ti .N-i
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/ .`� � � \. ,T -� � \ � �" •• ;�;,. fit', \ s,# "� '.,,, � "�• \., '/ CL III RCP RISER 8 BARREL FROM
\ ,\ l \ C y11 : �� -/ \ d `� �C� ♦ \ •� k � ? *r . "• 1, '�I�&tia `t �SEDIMENT BASIN TO REMAIN / �' ♦ ♦ See, `` r
0#2., \ O � sEc --` • � 2 \\ -,� \ IN PLACE AND CONVERTED TO / ♦ r � `` u+ N
S g 'Puy �, - \ THE OUTFALL SYSTEM FOR THE ♦ / / r- '` \ o \
%PROPOSED EXTENDED DETENTION ♦ / /
1 � � , '\ _.-- - - 1 ' � ' J � i /�/ •r• � \
\ \ \ SHEETPL N{TZ�o.l�hrs V + i CN=794� `� 5"� ` \` :�► ` =-y i FACILITY(TYP.) r I
1 "AI
COG L W c= ` o1N �`
` \ C�1AN EL I�QW T�o. hrs.\ \ ' - �! \ \ 8Cj EXTENDED DETENTION F LAY o
FINAI Tc o.16h(s \\ \ �� _ \ •' ' A 1 - / '♦�k / / / //
( SEE SHEET 17 FOR DETAILS x
\ SE�\z�y H U� SSALCULA%kON$ \ . \ `` a �► \ \ \ \\ \\ ` OA�� \ r- - - ' / ( I �// I �� I I % // \ \ �PtiT op
F\�t A'pD�TI NAL DETAILS \ �, �►� \\ �' \ \\ 1 \ \ ' -- ♦ — s --M1 - / , \ dd♦ i / r��
♦ \41* J T SEE SEXTEHEET DB FOR DETAILSETENTION ILITY #2 I /
411,
\ //^ I Jimmy L. Taggart
NOTE. \ -- i , \ ♦ , ` \ / ' / �, `` / w l d / ✓ f / i I uc. No.
THE THREE EXTENDED DETENTION BASINS SHALL BE DESIGNED TO TREAT 35%OF22841
THE IMPERVIOUS AREA. MINIMUM PHOSPHOROUS REMOVAL RATES FOR FACILITIES 5/12/22
1, 2 AND 3 ARE 1o%, 25%AND 14%RESPECTFULLY. THE FACILITIES ARE ALSO \ \ - \ \
\ _ / \ SWM FACILITY 2 NOT INCLUDED d
DESIGNED FOR A MINIMUM OF A3o HOUR DRAWDOWN WITH 2xTHE WATER QUALITY IN THIS AS -BUILT PLAN SET
VOLUME, FOR EVIDENCE OF THE WATER QUALITY TREATMENT, WATER QUALITY �� d
VOLUMES & DETENTION COMPLIANCE, PLEASE SEE THIS SHEET AND THE General construction notes for Stormwater Management plans r" _ ♦ �,f \�i / yr� ' / / I /
FOLLOWING SWM DETAILS & CALCULATIONS. 1. All dams and constructed fill to be within % of maximum d density
� � v � - � � � �• � — /
95 dry Y I
PLEASE NOTE THE SOIL AROUND THE SPILLWAYS ARE TO,BE AT 95%COMPACTION and 2% of optimum moisture content. All fill material to be approved by l �` '► o ✓ ♦ / t / / / / „ I /
WITH AN IMPERVIOUS CORE AND CUT-OFF TRENCH. THE EMERGENCY SPILLWAYS a geotechnical engineer. A geotechnical engineer is to be present during ) ` %s // .���♦� j
ARE TO CONCRETE LINED AND DOWNSTREAM OF THE SPILLWAYS ARE TO BE GRASS construction of dams. / l J �\ j / _ ♦ ♦ �1 / / f G, P C �
LINED. THE FOREBAY SPILLWAYS SHALL BE CONSTRUCTED OF GABION BASKETS z. pipe and riserjoints are to be watertight within stormwater 15' SWM ACCESS 8 �; \� % /e ♦ ♦� / i J / j , I ,,,CAL
I l I l \
WITH "STONE STONE ON THE UPHILL SIDE OF WEIR. management fdC1IIt1eS. lMAIlNTENANCE EASEMENT ! \_ i ` i SHEET FLOW TcT- 0.15�rs. e / 0 0 0 / ao I , ` ago Q
ADDITIONALLY, ALL EXISTING BIOFILTERS SHALL REMAIN IN PLACE FOR AS LONG AS 3• g P rY P / / / / / '\ �f _ CONC, FUOW Tt= o.oihris' J t / /
Fortem ora sediment traps or basins which are to be converted to i' \\` _._ ., .; •�
POSSIBLE DURING CONSTRUCTION. permanent stormwater management facilities; conversion is not to take ' \ l +# �j/ CHANNEL FL w T5� o/ohrsf w_
p g f ; \` \� �t - ' - / FINAL Tc= o46hrs / > >
lace until the site is stabilized and "•r. ... ,. rF '� / /SEE 24-Hg6R Sq� I�EU TIONS / �iI�N �T I \ m > �
ALL LOAN -FLOW ORIFICES ARE DESIGNED FOR A 3o-HOUR DRAWDOWN TIME FOR p / C \, \ -- / I i � Z w
,permission has been obtained from the Count erosion control inspector. f_ / / FOft ADP TIOf�AL �EThIL / / / / /�/ $Q f I I `` / Z� N >
TWO TIMES THE WATER QUALITY VOLUME IN ACCORDANCE WITH DCR'S VSMH. p Y p \ /
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DATE: 5/12/2022
SCALE: AS SHOWN
JOB: GLENMORE K213
FILE: 387
SHEET: 2 OF 3
/ / / :u...,• ,,;`y'w1':. , a L'"I -UTILIZE EXISTING BASIN/
GRADINC & CRkATE MORE'
VOL fffE VIA THE
PROPOSED CUT SLOPES.
0, UNDER NO CIRCUlAfSTANCE
- 1 SHALL THE CONTRACTOR
TE FILL HrITHIN TL{
rr f�. •' =.'•f -,' ``t B SIN OR FLOODPLAI
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coN'c.'dsi RL/REv,°
SPILL#,rAY AT `
ELEV = \30b.50 V
'PROPOSED VAR.
#'IDTH ST3'M \ J
FACILITY EASEMENT e 1 0Y I RCP
I R R
=11 UPSTREAM
BUFFER
W \• / O W U1=III W� --__ W
_
P FOREBAY TOP OF •\
DAM ELEV. = 300. 0& ` l O LVERT �1NDERNEATH
o SS EARTHEN ROAD TO Il
FOREBAY & 5' WIDF/FOREB8Y SPILLWAYJ ! ALL/ ROADSIDE DITCH
SHALL BE COPSTRUCTED F GABION 1z o 0 o C O S#rM FACILITY
BASKETS WITHVDOT# COARSE--`
AGGREGATE ON THE UPHILL SIDE OFTHE
WEIR &CLASS I RIPRAP ON THE DOWNHILL o o
SIDE OF THE WEIR. GEOTE ILE FILTER/
J FABRIC tWDERLAYMENT-SHALLBE/ - �
INSTALLED. WEIR SHALL HAVE in. SIDE O
SLOPES w/ A CREST ELEV.=29¢.o' 5'( )x9'(L) �
MIN. WATEQUALITY
1�OLUME R QUIRED
\ O(2x)rQV)= 4/,49)Ff. IYATTR \
QIj!LIT'Y VO4UME
\ PRO'VIDEJJ- 1 A62 f \
10 , OP OF D{4M
AT LI'V = 3OZ 0 \ \
' � " #'IDE FLAT BENCH AT THE
\ \ EDgE OF THE EafRANAjVEWT ON
CUP -SIDE OF THE FACILITY w/
3:1 SLOPES ON THE INTERIOR�OF
TIIE FACILITY & 2.1 SLOPES
\�y ABOVE THE BENCH TYINC\INTO\
EXISTING GROUND.
ll= CULVERT UNDERNEATH
III_-1 `4CCESS EARTHEN\ROAD TO
\\QUITF44LL DITCH INTO S#'df \
1=I F FACILITY
I I I=1 df Ar FOREBAY\VOLUME
REQ'B= 1,123cf. FO �EBAY
-1 I \�0LU4fE `PROVIDED= 417cf
=1II 11 \
MULTI -STAGE RIS°F ltif � \ � � � _-�-
ELEV a00 w \ 0
FIVE_„ MFD-FLU
ORIFICES ® ELSE =,99A6� \, `<
�c ONE -OP' LOIY-FLOTY 1
W ORIFICE ®PEV-- 9T1�1 ' W=
i SWM FACILITY 1 DRAWING FROM
APPROVED PLANS BY COLLINS SWM FACILITY #1
ENGINEERING DATED 11/30/2011 SCAM. P• 20'
ter QIr Routing Method: storage -indication Basin Input Data
-PR6P95Ei9 BWERGENCY SXTENDED DE,
SPILLWAY CREST Animum Forebay volume= Web inches per imi 2-Year, SCS z4-hour storm 7ContourAreas
ELEVA7/QN= dM50 inflow(cfs) io.zozat 1z.95(Ms) FJevatron(ft) Area(sf) Computed Vol.(cy)
299.8' RD?RAP ofebey Depth to range from 4' 0 NOT discharge (cfs) 9.079 at 12_01(hrs) 292.00 3.00 0.0
` enpemus Area= AS -BUILT 3,894 sf water level (ft) 3oo.42iat i2m2 fts) 294.00 127_00 3.7
linimutn Forebaf Vol me= DATA -- cf storage (M 24o.374 295.00 269.00 0.9
linimum Water Quality Volume= 0.5 inches per imperWOBI 298.00 18.00 88.2
w-Year, SCS 24-hour Storm z98.00 uB7.00 88.z
/ Ainimum Water Quality Volume= 2,246 of inflow(cfs) 2ocooat =95(hrs) 300.00 2057.00 2o6.9
HANSON CONCRETE / \ x Minimum Water Quality Volume= 4,491 of discharge(cfs) 1g.654at 1z.gs(hrs) 307-00 3016-00 393.6
ANTI -VORTEX z RISER TOP=301.8' waterlevel(ft) 3oo.6giat =95(hrs)
TRASHRACK ry/ OVERFLOW=299.6'=letlation Corresponding to 2x WQV= 298.68 ft storage(cy) 263 475 Start-Elevation(ft) 292.00 Vol.(ty) 0.00
/ (5) 6" ORIF. AVG.=298.8'
/ TOP PERFORATED 6" Extended Detention Basin #'I
PVC=298.9' 1oo-Year, SCS 24-hour Storm 5 Outlet Structures
L0, 29 HDPE=290.7' ,._a Total Area of inflow 39-836at =95(hrs) Outlet structure Outlet structure 3
ion Forebay Volume VoIU discharge(cfs) 39.4o8at 1vg5(hrs) Orifice Culvert
TRASH RACKS SHALL BE' / Ill RCP AOILYt Cor( awn(tt) Bum t (ft) 3oo.961at u.95(hrs) name: 3ohr Drawdown Orifice name: Barrel
Contours (so storage (cy) 287-796 area (sf) o oo5o multiple I
INSTALLED, ON ALLJ RISER V. _ .00 W� diameter or depth(m) L000 discharge
ORIFICES PER VSMH, FIYL'--BIBBB" AII�RIFICES ®® 2- 292 3 0 width for rect. (in) o.000 D ) 018.000ut of ser
TECHNICAL BULLETIN l7] EI,RE,- .68' $ ON - 1i--FLO#r 294 294 100 coefficient 0_600 h(m) o.000
�E ®® ELEV =292.0' 2", 295 ag3 inved(ft) 292..wo Length (ft) 88.000
_, multiple I Slope 0,011
ORIFICE COEFF.= a6 60 296 discharge outofriser Manning'sn 0.013
CL 111 R lv/ 82 Inlet coeff. Ke 0.500
`� r'x' �. 2 057 5, , Outlet structure1 Equation constant set 3
_- 88. DP 11.1%' Orifice Invert(ft) 289.000
PERFORATED PIPE. SEE <- -- I ? - • - 302 3,016 C name: MdIOnfices
DETAIL ON SHEET 17. Existing Facl�lt)1 Volumes arepth o.1g6 Ouneructure4
diameter or depth (in)) 6.00o Curve
87.6 LF 18" Ele�liont Total Area of width for rest (n) 0.000 name: Anti Vortex
HOPE ®2.2% Basin Contours Volume (ef) coefficient m600 multiple I
RISER F0017NG " (it)
RISFA"ERGENCY w-u-j,
NOT TO AL
100 YEAR
W S E.=300.96'
10 YEAR.
W S.E.=300.69'
2 YEAR
W S. E. =300 42'
MIN. FOREBAY COMBINER
Vr?r _ "e40f. MIN. WATER QUALITY VOLUME
T` 8E RAWtJW,B (2xWQV)-- 4,49fef.
WATER QUALITY VOI.UIVE HANS
1,312ef PROVIDF" CONCREIE
i 10,913ef AN71-VORTEX
(---1' WIDE FORE u, TRASHRACK
DAM ELEV.=
BOTTOM OF
- 0'
FOREB
ELEV. znq294.8' -
FOREBAY & 5' WIDE FOREBAY SPILLWAY-./
SHALL BE CONSTRUCTED OF GABION
(Sri
26
We
n1a
292
n/a
Na
294
n/a
296
298
873
Y a--uu
300
1,471
3,564
invert (ft) 298.68o
Invert(ft) 300.000
multiple 5
discharge into riser
discharge intoriser
fle:twentyfourtxt
Outlet structure z
Weir
name: Proposed Spillway
length (ft) 20000
sideangle 45Am
coefficient 3.300
invert(ft) a
300.
P
5
30 2,163 7,176 multiple 2
: Proposed facility volumes are 10'-11' dscharge throughdam
than existing facility volumes. Thus Nil -f&!. jam FLAT BEACH AT THE EDGE OF
IS PROPOSED WITHIN THE FLOODPb,%. THE EMBANKMENT ON 619T SIBS OF THE
FACILITY w/ 3.•f SLOPES ON THE INTERIOR
EXISTING TOP OF DAM BASIN TOP f lF DAM TOP OF- FOREBAY DAM OF THE FACILITY &Z/ SLOPES ABOVE
,
ELEV.= 302.00 Wp71-/= 10' AT AN io0 YEAR ►MOTH= 1.0 AT AN THE BEACH TYIAV INTyI BXISTIAC cRaUArO.
28' �8' IMDE�BIde- WEIR ELEVATION= 302.00 W.S.E=300.96' ELEVAnON= 30&60 2-YEAR STORM EVENT
r. OUTFALL CHANNEL. 10 YEAR 299.7 DOES NOT CREST THE
t1/ 1 '' y `•� MAX. EMBANKMENT W S. E.=300.69' EMERGENCY SPILLWAY
�HT=6' (302-296) 2 YEAR 100 YEAR
W S E 300 42' 96'
,,:'`• 10 YEAR
,\ e� -----------------�----- ---- �
u -.`� 6
MIN. 8' WIDE ® TOP &
BASKETS WITH VDOT #3 COARSE BOTTOM OF DETENUONJ' CL Ill RCP_- -- BASIN's BARREL SHALL (I _5L , WEIR COEFF = 3.3
i9- OF
PONDING
DEPTH
ORIFICE COEFF = a
AGGREGATE ON THE UPHILL 51DE OFTHE
BASIN= mRM619 MOLT -STAGE RISER.
4 DEEP IMPERVIOUS
CORE do CUTOFF-
OUTFALL INTO PROPOSED
/EIR&CLASS I RIPRAP ON THE DOWNHILL
292.8' SEE THIS SHEET FOR
0 CL 111
TREIWH WITH 1:1 SIDE
LEVEL SPREADER
SIDE OFTHE WEIR. GEOTEXfILE FILTER
DE'
R
SLOPES. SEE DETAIL ON
IMMEDIATELY UPSTREAM
FOREBAY SPILLWAY
FABRIC UNDERLAYMENT SHALL BE
88 L 1.1%
NEXT SHEET FOR
OF FLOOD PLAIN AREA.
ELEVATION= 29&00
INSTALLED. WEIR SHALL HAVE I:ISIDE
.OPE5w)ACREST ELEV. 5'(W)xg'(L)
87.8 LF 18"
INV. = DO'
ADOM00AL INFORMATION.
SEE ESC PLANS AND
SHEET 15 FOR
298.8'
HDPE 0 2.2%
gill
IN .OUT-
ADOMONAL INFORMATION.
EXTENDED DEZLj i i l k_j.1 %i
BASIN #1
FOIREBAYSPILLWAYT
NTS
--
- N'IISTS
Inflow Hydrographs
3Inflow Hydrographs
Hydrograph o
SCS
name: 2-Year, SCS 24-hour Storm
Area (acres) 5.440
CN 77.800
Type a
rainfall, P (m) 3.700
time of conc. (hrs) o.i600
time increment (hrs) 0.0210
time limit (hrs) 30.000
fudge factor 1.00
routed true
peakflow(cfs) 10.229
peak time (hrs) 31.938
volume (cy) 11g5.94o
Hydrograph i
SCS
name: Io-Year, SCS 24-hour Storm
Area (acres) 5.440
CN 77.800
Type 2
rainfall, P (in) 5.600
time of conc. (hrs) o.2600
time increment (hrs) o.o210
timelimit(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: Ioo-Year, SCS 24-hour Storm
Area (acres) 5.44o
CN 77.800
Type 2,
rainfall, P (in) g.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) Ii.938
volume (cy) 4669.797
EXISTING TOP OF
DAM WIDTH= 10'
AT AN ELEVATTON=
302.00'
1.04' OF
FREEBOARD
o DURING THE
to 100-YR
STORM EVEN
`WEIR COEFF.= 3.3
SPILLWAY ELEVATION= _J
CONC. LINED
EEO SPILLWAY
EMERGENCYSPZLLWAY
NOTE: A FIELD REVISION DATED MAR. 1, 2022 BY ROUDABUSH, GALE & ASSOCIATES INDICATING THAT THE EMERGENCY SPILLWAY
WAR Tn AF. PTPPAP TVgWAn nV rnNrPF.TG. WAS APPPnVT2n VTA PUATT. AV nAVTn SAATF.S CIP AT.ArtrAPIR rnTTNTV nN MAP 9 9n99
SWM FACILITY 1 RGA AS -BUILT DRAWING
BASED ON MARCH, 2022 SURVEY
AS -BUILT VOLUMES
BASED ON MARCH,
2022 RGA SURVEY
Elevation Area of Basin Volume
Ift) Cell Contours (sf) (Cf)
293
51
0
294
141
96
295
245
289
296
378
601
298
734
1713
300
1966
4413
302
3277
9656
Elevation Area of Forebay Volume
Ift) Cell Contours (sf) (Cf)
294
0
0
295
18
9
296
58
47
298
27E
381
300
E55
1312
II VOLUME = 1,123ef
1,312cf > 1,123ef
Elevation Total Area of Volume
Ift) Basin Contours (sf) (Cf)
292
0
0
294
141
96
295
263
298
296
436
648
298
1010
2094
300
1966
5070
302
3277
10313
REWD VOLUME = 4,49lef
10.313cf > 4.491cf
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Li,. No.
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DATE:
5/12/2022
SCALE:
AS SHOWN
JOB:
GLENMORE K2B
FILE:
387
SHEET:
3 OF 3