HomeMy WebLinkAboutWPO201600034 Plan - VSMP 2020-09-22A
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OWNER WRIGHT 104, LLC
707 EAST JEFFERSON STREET
CHARLOTTESVILLE,VA 22902
ENGINEER COLLINS ENGINEERING
200 GARRETT STREET, SUITE K
CHARLOTTESVILLE,VA 22902
434.293.3719
TAX MAP PARCELS & NUMBER OF POSSIBLE LOTS
T.M.P. 89-25 44.87 ACRES + 5 DEV. LOTS
T.M.P. 101-2 45.85 ACRES + 0 DEV. LOTS
T.M.P. 101-2A1 45.85 ACRES + 5 DEV. LOTS
T.M.P. 101-2B 5.70 ACRES + 1 DEV. LOT
T.M.P. 101-2C 6.49 ACRES + 1 DEV. LOT
148.76f ACRES + 12 DEV. LOTS = 12 DEV. LOTS + 5 (21 ACRES)
TOTAL POSSIBLE LOTS= 17 LOTS*
*LOTS MAY NOT BE FURTHER SUBDIVIDED & THERE SHALL ONLY BE ONE DWELLING PER LOT
ACCESS LOTS 1-16 & RURAL PRESERVATION TRACT A SHALL ONLY HAVE ACCESS VIA GREENLOFT FARM CT.
ZONING RURAL AREA (PER COUNTY GIS, THESE LOTS DO NOT LIE IN AN AGRICU LTRUAL- FORESTAL
DISTRICT)
PRE CONSTRUCTIONrCONDITI0N5 SITE WAS BEEN'TIMBERED,'EXISTING RIPRAP DITCHESrAND DIRT/GRAVEL
DRIVEWAYS EXISTED ON THE PROPERTY. THE REMAINING PORTION OF THE SITE WAS WOODED.
EXISTING CONDITIONS SITE CURRENTLY CONSISTS OF A TWO LANE RESIDENTIAL ROAD WITH SUBDIVIDED
LOTS. A FEW OF THE LOTS CURRENTLY CONTAIN CONSTRUCTED RESIDENCES.
PROPOSED USE 16 SINGLE FAMILY RESIDENTIAL LOTS
AREAS
SINGLE FAMILY RESIDENTIAL LOTS= 77.40 ac.
RURAL PRESERVATION TRACT A= 70.28 ac.
SPECIAL LOT (FOR PROPOSED LOW -IMPACT DETENTION FACILITY)= 1.08 ac.
BUILDING HEIGHTS
35' MAXIMUM
SETBACKS:
FRONT - 25' MINIMUM (75' IF ALONG STATE HIGHWAY)
SIDE - 25' MINIMUM
REAR - 35' MINIMUM
SUBDIVISION STREETS
PRIVATE ROAD WITH ROADSIDE DITCHES
DATUM
VIRGINIA SOUTH- SPC GRID
,r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r
TOPOGRAPHY TOPOGRAPHY OF THE SITE WAS PROVIDED BY LOUISA AERIAL SURVEYING IN MARCH
OF 2012 AFTER INITIAL MASS GRADING. THE TOPOGRAPHY WAS SUPPLEMENTED WITH
ASBUILT DATA IN MARCH OF 2018. ASBUILT DATA WAS PREFORMED BY A LICENCED
LAND SURVEYOR AT ROUDABUSH GALE & ASSOCIATES. TOPOGRAPHY OUTSIDE OF THE j
PROPOSED DEVELOPMENT IS IN ACCORDANCE WITH COUNTY GIS DATA. THE SITE WAS
FIELD VERIFIED ON JUNE 8, 2020 BY COLLINS ENGINEERING. j
BOUNDARY
BOUNDARY DATA FOR TMP 101, PARCELS 2, 2A1, 2B & 2C, WERE TAKEN FROM
RECORDED PLATS PERFORMED BY ROGER W RAY & ASSOCIATES, INC. BOUNDARY DATA
FOR TMP 89, PARCEL 25, WAS TAKEN FROM RECORDED PLATS OF THE ADJACENT
PROPERTIES, ROTATED TO GRID NORTH BY ROGER W RAY & ASSOCIATES, INC.
BENCHMARK
A PERMANENT BENCHMARK IS CURRENTLY BEING STAKED.
CRITICAL SLOPES
CRITICAL SLOPES EXIST ON THE SUBJECT PROPERTY WHERE SHOWN ON THE
PLANS. CRITICAL SLOPES ARE PER COUNTY GIS.
BURIAL SITES
THERE ARE NO KNOWN GRAVES OR MARKINGS OF A PLACE OF BURIAL ON THE
PROPERTY.
WATERSHED
TMP 89-25 & 101-2 ARE LOCATED IN THE NORTH FORK HARDWARE RIVER & MOORES
CREEK WATERSHEDS. TMP 101-2A1, 101-2B & 101-2C ARE LOCATED IN THE NORTH
FORK HARDWARE RIVER WATERSHED. THESE PARCELS DO NOT EXIST IN A WATER
SUPPLY WATERSHED. PER COUNTY GIS, THESE LOTS DO NOT LIE WITHIN A DAM BREAK
INUNDATION ZONE.
FLOODPLAIN
NO FLOODPLAIN EXISTS ON LOTS 1-16 & THE PRESERVATION TRACT A, PER FEMA MAP
#5100060405D, DATED FEBRUARY 4, 2005.
STREAM BUFFERS
STREAM BUFFERS EXIST WITHIN THE LIMITS OF THE PROJECT AREA. STREAM BUFFERS
SHALL ADHERE TO THE REQUIREMENTS OF THE ALBEMARLE COUNTY WATER
PROTECTION ORDINANCE.
STORMWATER
STORMWATER QUALITY COMPLIANCE WILL BE MET THROUGH THE DESIGN OF A
LOW -IMPACT DEVELOPMENT & THROUGH THE USE OF PRESERVATION AREAS.
STORMWATER QUANTITY COMPLIANCE WILL BE MET THROUGH THE DESIGN OF ONSITE
DETENTION FACILITIES.
VSMP PLAN AMENDMENT #1 PROPOSED CHANGES:
Al THE DEVELOPER WISHES TO CLOSE OUT THE PROJECT IN THE NEAR FUTURE. THE SITE IS
CONSTRUCTED STABILIZED AND OPERATING AS INTENDED WITH THE ORIGINAL APPROVED
VSMP PLAN WITH ONLY MINOR MODIFICATIONS. AN ADDITIONAL CULVERT WAS
CONSTRUCTED AT STA. 34+80 OF LOFTON LANE (FORMER KNOWN, AND SHOWN ON THESE
PLANS AS GREENLOFT FARM COURT). THIS CULVERT IS LOCATED IN THE VICINITY OF THE
HIGH POINT WERE THE CONFLUENCE OF SUBAREAS A, C & D MEET. MINOR UPDATES TO THES
THREE SUBAREAS WERE PERFORMED ON SHEET 9 AND IN THE ATTACHED SWM CALCULATION
PACKET TO ACCOUNT FOR THE CULVERT. THE PROJECT CONTINUES TO REMAIN IN
COMPLIANCE WITH MINIMUM STORMWATER MANAGEMENT REQUIREMENTS.
AAS NOTED IN THE APPROVED SWM CALCULATIONS PACKET AND THE APPROVED SHEET 9's
STORMWATER MANAGEMENT NARRATIVE, 'STORMWATER QUANTITY COMPLIANCE WILL BE
MET THROUGH THE USE OF DETENTION FACILITIES LOCATED WITHIN SUBAREAS A &
THESE DETENTION FACILITIES WILL NOT BE REQUIRED TO ADHERE TO DEQ'S
POST- CONSTRUCTION VIRGINIA STORMWATER BMP CLEARINGHOUSE REQUIREMENTS DL
TO THE AFOREMENTIONED WATER QUALITY COMPLIANCE THROUGH LAND
PRESERVATION." THIS AMENDMENT DOES NOT MODIFY THIS CONCEPT OR THE PROJECT's
SWM STRATEGIES, IT ONLY PROPOSES TO UPDATE DETENTION FACILITIES A & C PER THE
ASBUILT GRADING AND STRUCTURES WITH MINOR PROPOSED MODIFICATIONS. THE TWO
EXISTING FACILITIES WERE CONSTRUCTED TO DEEPER DEPTHS PER THE APPROVED ESC
BASINS, AND NOW HAVE PERMANENT POOLS. THIS PLAN NO LONGER PROPOSES TO DEWATEF
THE FACILITIES, RAISE THE BASIN FLOORS & UTILIZE THE UPPER VOLUMES FOR
ATTENUATION. THIS AMENDMENT NOW PROPOSES TO KEEP THE APPROVED/ASBUILT LOWER
ESC BASIN FLOOR ELEVATIONS, KEEP THE CORRESPONDING PERMANENT POOLS & DRILL NEV
LOW -FLOW ORIFICES FOR ATTENUATION ABOVE THE ORIFICES/MWSE.
A3 THE SHEET INDEX AND GENERAL NOTES WERE MODIFIED, WHERE BUBBLED, ON THIS SHEET.
Q4 SHEET 10A WAS ADDED TO THE PLANS, SHOWING THE DITCH DESIGN BELOW THE ASBUILT
CULVERT.
AA
GREENLOFT FARM
VSMP PLAN AMENDMENT #1
(AMENDMENT #1 TO WPO 201600034)
SAMUEL MILLER MAGISTERIAL DISTRICT
ALBEMARLE COUNTY, VIRGINIA
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SHEET LAYOUT
SCALE: 1" = 250'
SITE
SCOTT /R. CaMLI
Lic. No. 35791
A 9/9/20
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SHEET INDEX
TITLE
SHEET
COVER SHEET
1
EXISTING 9 .,
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Pb„P
IL
8-
STORMWATER MANAGEMENT PLAN
9
STORMWATERDETAILS
DRAINAGE SWALE DETAILS
9RATNAGF
TOTAL SHEETS 44 4
LEGEND
EROSION CONTROL
SA
SAFETY FENCE
3.01
CE
CONSTRUCTION ENTRANCE
3.02
QST
STRAW BALE BARRIER
3.04
SF
SlL T FENCE
3.05
lP
INLET PROTECTION
3.07
OD
TEMPORARY DIVERSION DIKE
3.09
TEMPORARY RIGHT—OF—WAY
3.11
DIVERSION
TEMPORARY SEDIMENT TRAP
3.13
�ST�
1 SB 1
SEDIMENT BASIN
3.14
1 TSDI TEMPORARY SLOPE DRAIN 3.15
QRR
4
RIPRAP . . . . ..
.. '3:19
RR
ROCK CHECK DAM
3.20
PS
PERMANENT SEEDING
3.32
OC
DUST CONTROL
3.39
* UIRGINIA EROSION & SEDIMENT CONTROL
HANDBOOK SPECIFICATION NUMBER
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JOB NO.
132091
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4S NOTED
SHEET NO.
1
APPROVED PRE -DEVELOPMENT SCENARIO \ \ APPROVED STORMWATER MANAGEMENT NARRATIVE
/ \ \ THE PROPOSED PLAN UTILIZES A CLUSTER DEVELOPMENT THAT MINIMIZES LAND DISTURBANCE AND MAXIMIZES OPEN SPACES AND LAND & STREAM BUFFER PRESERVATION. THE DEVELOPMENT
___�__ \ \ ACHIEVES WATER QUALITY COMPLIANCE THROUGH THIS EXTENSIVE LAND PRESERVATION. THE PLAN ALSO IMPLEMENTS CREATIVE DESIGNS WITH THE ROAD/LOT LAYOUT TO MINIMIZE ITS
-__ - -- - _ _ __ - \ , \\ \ \ IMPERVIOUS FOOTPRINT AND TO MINIMIZE THE AMOUNT OF GRADING & DISTURBANCE REQUIRED FOR DEVELOPMENT. THE END RESULT IS A DEVELOPMENT THAT DOES NOT REQUIRE FURTHER
- - - - _ - _ _ _ _ - -_ - - - _ \ PHOSPHOROUS REMOVAL. PLEASE SEE THE ATTACHED VRRM CALCULATIONS FOR EVIDENCE OF THIS COMPLIANCE.
--- _ �_� --Exs: GDOWNSLOPE \ `
- -' / - / ! � - � <_ \ THIS DEVELOPMENT ALSO UTILIZES ENVIRONMENTAL SITE DESIGN (ESD) TECHNIQUES AND PRACTICES IN ACCORDANCE WITH THE JULY 2013 DRAFT VSMH. THE STORMWATER MANAGEMENT DESIGN
_ _ - _ , _ _ / _ _ �- 0�8" CMPC-t1LVERL - - - - _ _ - _ CONCEPT WAS INTEGRATED EARLY IN THE SITE PLANNING AND DESIGN OF THIS DEVELOPMENT. THIS IS EVIDENT IN THE ALIGNMENT OF THE ROADS HORIZONTALLY AND VERTICALLY TO REDUCE
' - ��' i - �� ----__ _ __ _ _ _ - - GRADING IMPACTS. PLEASE SEE THE ATTACHED STORMWATER MANAGEMENT CALCULATIONS PACKET FOR ADDITIONAL INFORMATION ON WATER QUALITY COMPLIANCE. -- -
' (, - - � �\_--:____ STORMWATER QUANTITY COMPLIANCE WILL BE MET THROUGH THE USE OF DETENTION FACILITIES LOCATED WITHIN SUBAREAS A & C. THESE DETENTION FACILITIES WILL NOT BE REQUIRED TO
// / // -/ / / \ \ \ -" - - - � ADHERE TO DEQ's POST -CONSTRUCTION VIRGINIA STORMWATER BMP CLEARINGHOUSE REQUIREMENTS DUE TO THE AFOREMENTIONED WATER QUALITY COMPLIANCE THROUGH LAND PRESERVATION.
/ / __ \ `,�` - - - $�. THESE FACILITIES WILL BE USED FOR WATER QUANTITY COMPLIANCE.
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/ // \ \1 j'j///// ■ \\ \ __--\\\\\\\\\\\\\\_Nl1 \ �// /// /// I (I I h ( ` \ 1\ 1. All dams and constructed fill to be within 95% of maximum dry
//f/ ///' /I I /j/// �_-\\\ --\ \\ \\\\\\\\ \ q' _ --/ / / / I/ \ 1\\\\\\\\ \ density and 2% of optimum moisture content. All fill material to be
//� / ,/ //// / - ' //// -_ \ --___� � \`\\ \"`k\ /,�\`\
,\\\\ '////-'/ I ( I\\ \� \ \ \ N\� , approved by a geotechnical engineer. A geotechnical engineer is to
/ / /! / / / /'- � --i \-_-__\\ \\ \yy�\//!! _\I \ \ \\` \\ be present during construction of dams.
/ //I / / / / / ' / •� , \\ )Il \\ \\; - - \\ 2. Pipe and riser joints are to be watertight within stormwater
/ / / / ���� \ \ //__ / \/�// / i - �`��\ �\\\\\\-/ � / // / _� _ Management facilities.
I ,A-- / / , - _-3. For temporary sediment traps or basins which are to be converted
/ / / // _ to permanent stormwater management facilities; conversion is not
\ / I /\\\\\ __:_ _'/ '/ //,, to take place until the site is stabilized, and permission has been
---=_ -- SCALE: 1"=200' / / // / //\\\ I \! \\\\_______=__ -_\ /// /// 1 / I obtained from the County erosion control inspector.
AMENDED
POST -DEVELOPMENT SCENARIO
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Area Breakdown
82,395 sf
96,000 sf
Total= 178395 sf
i Imp. Area Breakdown
24,300 sf
and 4,7 & 15 (Half) 27,000 sf
\ \ I � or ld9 1'' \��� - _ - _ - - = \ \ \ Total= 51,300 sf
\ \ 1WI 1 � I � / / - \ - - - _ _ \,^ \\ \ \ \ \ \ \ \ \ \ Subarea B Proposed Imp. Area Breakdown
\ \ 1 \ 4F �l _ - - _-Z" \ / _-� \\ \\ \\ Road 11,515 sf
_ - �-�-5
\\ \I 11 `l\-\, \ II /I J j _���/ _�#- _ _ Ste\ \ \ Jt�MOO\\,,� \\\ \Lots 0 sf
)\ \� �/) / I 1 ///j / /�� C1 �rh __ _ _ \ \�)') TgTFBQUTF "' AL l Total= 11,515 sf
\ \ \ I I 1, I m i 7�IV // / / /A R V�O"FINiAL�j.zz --- _�\ ll� l _" \� -\-
\\ \\ \ / ' _ `\� \ y� -\ -Subarea C Proposed Imp. Area Breakdown
\ \ \ `\ I / / - /T '/ / / o q Ha Y -\Road 29,650 sf
\ \ \ \ S�I o f I N 5 / � // y X,(c-o � rs. / -APPReu€-0 - two. \ \ /'/ - - A �
\ + 5$ NW / / / 7z5 OFfHAy�€� FLOtG /4 LEV -5t' io €f) __ j,/ - _ - _ Lots 10-14 (Full) and 15 (Half) 33± sT
\ \\\ \\ \\\ d % � // // /\ �/ / //(repo .) 41 e°A . -_/
\ \ \ \� / / / / / C(y7y / / / ob=o.i5hrs.) // ' r _ _ _ \ Total= 62,650 sf
\ \\\ y\//°�//-�/ /r �/ /�o' CHANNEL FL� )�I�IIL T \\ \
\ \ \ /\\ \ ( I / /_ /r / _LG,T z / V*96' (Tc=o.o5 rs.) I \,-/ - - \ - - - \ - - 1
\\\\ \ \ I `: _� -/ 46o'OF D4ICHAOW /�- _ \__ Suba rea D Pro posed I mp. Area B rea kdow n
\� \\\\ i /` „\ \ Y - _ \ \ Road _.;,U,65sf
\ �tb b� E Agg / \ f - j \ y_� Lots 8 9 (Full) and 7 (Half) 15,000 s
_ \ ��1 I // / /SRO ¢(J RT \ k\ __// --- \ ` \ `-\ Total= 1,650 s
14
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_ -- --� 1 1 ��, \\\\ 1 I /( /O // / I�R RQAD' TOE - - \ �--� / \ \ \ \ \
��,,11 \\\ I�I 11 / / 11 f� - _ _ - ti \ \ 1 Subarea E Proposed Imp. Area Breakdown
\\l ` >)\) I p P� W° 4 I // �%//);S L/ / / \ � - \ /* I 1 \I \ Road 10,280 sf
\ \, 1 I III �(�� ITo / //,,/'. �/ / i�a� _ \ I � \
\` �q� /
\ \ / _ \ \\ \I l \ \ �R� 111 / /� (((/ ( / / / % L�4 r,o� _ _ _ _ I \/ \ ` \ \I \ Lots 1-3 (Full) and 4 (Half) 21,000 sf
\-- I
\ _ _`\ \\\ \\ \\� ��` \ \\ \ \ \ \\\\ \ 6 / _ _ � \ J > \ Total= 31,280 sf '
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--- - °� o / 60'0 0 Fivlf EL no � J /q l / i / / / / / l ' / \\ `--
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\\ _ - _' / / \ � / r - 5 �191 Y / i oZ'- *`� FOR DESIGN bFADO'WNSfiREAM\ \\\ 1 `-Q _ I \ _ \\ \\ \ I\' \) / / / / !
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-/ --- \-(fc=0.z2hrs.) \\ \� \_ 9v ///,ioo - / -------' ' // \ \ \ `\ \ `\ \ \ \ \\ 0/ \\\\-/ /
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// / ////// --- -//// // \ -\\\\ \\\\\\\\\N\\I __�_ Pre -Development Post -Development
///-i--' j'j j/'//'//'i i--'_-'!///// §-\ \\ --- \\\\\\\\\\`-Ndl\f-____
//// / / / / ! -i / // /// %'; _'- / // // _I_ \ \ \ - _ \ \ \ \ \ \ y\� _ - _ - CN Area, ac. 1-Year Flow, 2-year Flow, CN Area, ac. 1-Year Flow, 2-year Flow,
/ / / / / / _- / // \ -\ \ \ \\\ Ill _ cfs cfs s
/ / / /, / // /I III I I l / / /' / /- ///--_i _\-----\\\ 1 \\ \��\ \`" DA'A' 72.0 18.55 20.31 22.71 73 .7 . 0 .6
/ / //// //'/ /\Jill if // / /' / / / - 41nowo1*' \fir`\\` \\\\\ \ DA'B' 73.0 4.30 5.35 5.97 175.0
' / '///// ' ' / II 1 1 1 I --I -'I /`Il \ \\\ \L\\ \\ DA'C' 60.9 19.98 0.49 0.53
�/ ///// Z,/ /\/___ 11 / 1 II I-----\\ \ \/ / I D �Q� \; DA'D' 56.5 101.09 26.70 33.64 5 00 ) 2 1
/, //// / ! / / \ \\-1 1 1 ( / -----\ � - I ( /\\\\ �_ DA'E' 72.0 22.86 28.03 31.35 72.9 20.80
//////'/'// / O `1 1 1 1 \\ / / ` // / !!\\\ \! \\\\ TotaI= 146.80 80.39 93.67 Total= 146.80 54.99 71.52
OTT 7R. CMLI
Lic. No. 35791
9/9/20
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132091
SCALE
1"=200'
SHEET NO.
9
-Nrrr<�vtyie�Trvll,t � - � �
GRADED, EARTHE j - / AMENDED DETENTION BASIN 'A' (SCALE 1"=30')
ACCESS R9A-6
-COUNTY DEFINFA CRITICAL T 6/
SLOPESTO REMAIpI-' ��
UNDISTUREE-D(TYP.) _ 612 - \ ASB{11LT LIMNS \ \
OF I IFIRAP \ \
TO ENfFLOTATI E ER / -608 SET�iIS SHF'ET�OR THEE
/ AND BARREL C-O�PjjNEC O L B / j \ \ �\ SCALED'Pk0FILE (TYP.) \
i
7IIEffr1P, / / / AP-ROVCD io
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-ASBUILT"
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60 1p/��
2 57i� ) SBUILTO 48" CL. III RCP STANDPIPE w/
TRASH:. �r. ^ �' I I I I I RISER ST RUK TURF RIM FLEAHALL SERVE S THE RISER BTRUOC SURE.
MWSE= / fc 5oo�c' 597 3 (i)
/ \ \ \ ✓ Q oSE / / / 04"LOW-F OW ORIFICE w/ INVERT ELEV.-590.00&
59 04 MID -FLOW ORIFICE w/ INVERT
ELEV.=545.00 TO BE SEALED WATERTIGHT.
/ 0 -
m / CONTRACTOR TO DRILL ONE 2 NEW 06" LOW FLOW
I v i
\ \ \ \ \ 01+QQ j /../ // / ORRICE w/INVERT ELEV-59o.00
\ / / / /
I / DETENTION BASIN 'A'
/
96 / / // / / / / / Elevation Basin Contour Volume
i5 //
(ft) Areas (sf) (cf)
6p0ii'/ j/ / i/� 586 2194
h° I Ili r i 606 / / 6 / 588 2619
.4
/ 61 590 3406 0
111-III BCJILS%W�D�F 6R��L'INE1J' 61
6"
/APP�OVEP ��I� / EMERGENNCNSP!LLWA)�C EST _ �'' 592 4403 7,788
LOT LINEI �_JJ�1` / LEVA/MN= 0IZ05' / / LOTEOS 594 5500 17,670
IIII IIIll IY' / APP9OVEDBA NSPILLUGAYSIDE�LOPES / / 596 6698 29,849
J / d IImII-I = SF�ALL BE 4: OR FLATTER TO Pg VIDE A
. / / SMOOTHYEHICUA TRANSITION ALONG / 598 7997 44,525
II III I11-I,� �� - 11= III- / I '
11 T=I-IIII 11-I THE ACCESS ROAD &TO PRDTECTTHE /
�I LINED SPILLWAY. I 600 9396 61,899
�' ILII� ITIIIII„III / / / APPROVED VARIABLE WILT
I I ',WM MA & 602 10661 81,942
/ APPIR VEDSWMMAINTENANCE 8dACCESS INTENANC
/E(
/ I F:,,m/ rnINCIri1E5 WITH PROPPRTIY I IMP / -CESS ESMT. (TYP.) 602.5 11040 87,367
/ TOPtEVENTfLOTAT16NTI4ERIS KBA�EAND ' ; AMENDED DETENTION BASIN 'C'(SCALE 1"=30')
/ BARREL CONNECTION?HALL/BE FIRMLY EMBEDDFiJ /
-'FOINTO A UNDATION THATIS
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ASBUILT END WALL 8
LIMITS. APPROVED VI
EW-1PC w/ VDOT #3'
GGREGATE OUTLET PF
w/ GEOTEXTILE FILTEF
UNDERAYMENT (L=2C
W2=10', D=2' MI
ASBUILTU -4N" _ul l: '!,I u:/aSHRACK
DLL y S THE RISER STRUCTURE. RISER
<UCTURL.._vI ELEV.=599-75 597.83'. ONE (1) 04"
LOW -FLOW ORIFICE w/ INVERT ELEV-=canon R, ONF (i)
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.-59o.00
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_-- - '56z.g4'. CONTRACTORT -'SLOPES TO RE A1JsF �� _/g11�1111 I�IU�II-^O / ACCESS ESMT. COI IDES I I �)_ _ TRASHRACKS SHALL SERVE ASTF
_ ALL UNDISJIRB (T�PX _ - oiIr-7�) L / / ITHI'SPE IAL LpT' I I / �O I STRUCTURE. RISER STRUCTURI
L IFI( /.S.=h57.Do. / - -III-II II _ I OU DA Y(TY .) I h - I - ELEV.=56s.75'S6z.94'. CONTI
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SIDE SLOP14S SHALI/BE 4:1 OR I I / AND BARREL CONNECTION SHP
0 / / / / / / \1==t' ATTVR TO PRO VIDE A I FIRMLY EMBEDDED 6"INTO AREIN
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I I I TRANSITION 40NG TH� I _I _ I _
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j// j//j'///'� / \\\ ) \ �I ICI I /BARREy(L• 64.9 F,
\I I INV. hN-556.46', IN
IS SHEET Q'R7HE SCALED IIII _ I IT '5" 555'+) SBUILT ND WAL RIPRAP_
PROFILE (TYP.) /LIMITS. APPROVED COT STD. I
\ EW-1PCw VDOT# OARSE -
2 MWSE III I LIJ �IIII� \ \ I I IAGGREGAIIE OUTLET TECTIONII
( I / SE I L_ I I 11=11 I I w/GE07fEXTILE FILT FABRIC
DETENTION BASIN C 557 I I -i�Ire UNDERIAYMENT(L=1 , W1=6% \
Elevation Basin Contour Volume=16, D=z' M
\ _ - - I I APPROVED VAR ABLE WIDT I
(ft) Areas (sf) (Cf) \ \ - - -` \ \ \ \/\c 'j / / // / I �\ \ \\l I CCESS ESWIM SMT. COINCIDES
NT
550 2486 \ _ - i / / -_ \ 1 +73 �yITH'SPECIAL T' LINE:
552 2926�il \\ \ 6 \
554 3401 \�--'/// VI11II� \ \ \ \ ioo'STR A
\ \
- - � ` � � I H� \ \ \ \ -BUFFER( Y
\ S
556 4200 - - _ \ 66I =1 =\ \ \ \ I
--- 9� \ SBUILtl75'WIDE CIRAS LINED
` \ O
ASB�I iCT RIPRAFL+PAI S. \ -1-(�_ \'`.�
557 4763 O L � \ \ \ \ � \ 1=III=11 \ \ \ \ tNAERG NCY SPIL WAY REST
558 5350 5,054 PROVED�DOT #3 COARSE \ \ \ \ \ \ \ \ \ \ \ ELE�/ATION= 64.00
AG REGATE OUTLET S) \ \ \ \ _ _ _ 11L= \ \\
560 6603 16,985 PROTECTION w�GEOTEXTILE \ 6. \ \ \ \ _ / T=1 _ \ \ \ \ PSBU LT E D WAL &RIP AP /
562 7955 31,522 LTTR FABRICUNDER+A`LMENT S \ \ \ _ I ��\ \ \ LkMITt. APP�OVED DOTST . 77
tL=LSD=z,W=4) _ SO` �� - \ A>PPROVEDioo ID \\ AfiGREVATE /VC10T#3UTIL O10ARS
TIO w/I
564 9406 48,864 GRP DED, E�A.RTF '. \ GE TEXTILE FILTER FA RIC
566 11336 69 579 \\ n� E'"O \ ll = =
\ '\.� ` Q t�IND6RME(JT (L=ao.D..W- ),.
5ECIIQNA-9; TYFICAL GR.-ILPIIIC.0 DETAILS
Homogeneous fill
I
4' min �\
Cut off trench-4' below sutablel
material
Soil or rock L-----------J
TYPICAL HOMOGENEOUS
EMBANKMENT
Perforated cc
FOUNDATION DRAIN
rot
'-Bknket drain
BLANKET DRAIN
ll
of grai
J down
Sand, Forw w foci
dnIn ouOeC
Rock or grovel
Rock toe �:p� Drain
C GS' 0
ZTTansitian filter Tronaibon filter
CHIMNEY DRAIN TOE DRAIN
Source: SCS 6nglneertnp, Field-4lanual
Figure A -la. Homogemeom Embauknlews Iri Seepage Controls
1/2" mric plated honk
attached With 3JIC �extener
2-1/8" dla. holes
Isometric
/ 1/4- NDPB plate (.pit..")
HDPF. sl holci al plastic tat,
2-1/a- hales and I/a" pl ala
manufactured by Plastic
Solutions Inc. or equal
• tlmsa With opUcnel plate
' HDPF. structural PI.MII, WIth
2-1/B" holes and 1/4� plate
Section menufeclMred by Plastic
Solutions Inc. or equal
6/6- die bole
O D
o O o
00
0 0
aingle BMP ElevitLion
orifice
PLASTIC
SOLUTIONS P C. Box 11
DEBRIS CAGE Tin bMer VA a001
INC. E77-877-6787
TeA,pIXAC-IdNkL<xa
APPROVED DETENTION BASIN CONSTRUCTION NOTES:
APPORVED BASINS A & C NOTES:
i. SEE DETAIL ON THIS SHEET FOR RISER TRASHRACK/FRAME & COVER. FACILITY PLANTING SPECIFICATIONS:
2. STATE APPROVED TRASH RACKS SHALL BE INSTALLED ON ALL ORIFICE OPENINGS.
1. THE DETENTION BASINS SHALL HAVE TURF GROUND COVER SUCH AS GRASS MULCH OR SOME OTHER FORM OF A VEGETATIVE GROUNDCOVER.
3. A CONCRETE FOUNDATION SHALL BE INSTALLED ON THE RISER AS SHOWN & LANDSCAPING BEYOND THIS IS OPTIONAL AND IS NOT REQUIRED.
MEETING THE MINIMUM SPECIFICATIONS SET FORTH IN THE VESCH SPEC. #3.34. 2. THE PROPOSED SIDE SLOPES OF THE BASIN SHALL BE A MAXIMUM OF 2:1 TO REDUCE THE RISK OF EROSION. THE PROPOSED FLOOR SLOPES SHALL I GRADED SCOTT,
TO PROVIDE POSITIVE DRAINAGE AT ALL TIMES TO THE RISER STRUCTURES. CD Lic,
ASBUILT45' WIDE GRASS LINED 3. WOODY VEGETATION SHALL NOT BE PANTED OR ALLOWED TO GROW WITHIN 15 FEET OF THE TOE OF THE EMBANKMENT NOR WITHIN 25 FEET OF THE
EMERGENCY SPILLWAY CREST PRINCIPAL SPILLWAY STRUCTURE. .d 9
ELEVATION=600.75' 4. A VEGETATED BUFFER SHALL BE PROVIDED THAT EXTENDS AT LEAST 25 FEET OUTWARD FROM THE BASINS TOP OF DAM ELEVATION. PERMANENT
(io' TOP OF DAM ELEV. = 602.50') STRUCTURES (E.G., BUILDINGS, SHEDS, etc.) SHOULD NOT BE CONSTRUCTED WITHIN THE BUFFER AREA. EXISTING TREES SHALL BE PRESERVED IN THE BUFFER i'`gSlt
605 605 AREA DURING CONSTRUCTION IF AT ALL POSSIBLE.
5 THE SOILS IN THE STORMWATER BUFFER AREA ARE OFTEN SEVERELY COMPACTED DURING THE CONSTRUCTION PROCESS TO ENSURE STABILITY THE DENSITY
APPROVED
SPILLWAY SIDE
SHALL BE 4:1 OI
TO PROVIDE A
VEHICULAR TR)
ALONG THE ACC
& TO PROTEI
GRASS LINED S
ASBUILT
GRADE
v
600
600
45
3ASIN
SLOPES
FATTER
SMOTH
W SIOTION
ESS ROAD
595
595
:TTHE
'ILLWAY.
PRE-
ONSTR
CTION
GRADE
590
590
> >
N
M N
J J
w07)
CIO
N r-
O
W
L
O
O
O
O
LOi
OF THESE COMPACTED SOILS CAN BE SO GREAT THAT IT EFFECTIVELY PREVENTS ROOT PENETRATION AND, THEREFORE, MAY LEAD TO PREMATURE MORTALITY
OR LOSS OF VIGOR. AS A RULE OF THUMB PLANTING HOLES SHOULD BE THREE TIMES DEEPER AND WIDER THAN THE DIAMETER OF THE ROOTBALL FOR
BALL -AND -BURLAP STOCK, AND FIVE TIMES DEEPER AND WIDER FOR CONTAINER -GROWN STOCK.
6. AVOID SPECIES THAT REQUIRE FULL SHADE, OR ARE PRONE TO WIND DAMAGE. EXTRA MULCHING AROUND THE BASE OF TREES AND SHRUBS IS STRONGLY
RECOMMENDED AS A MEANS OF CONSERVING MOISTURE AND SUPPRESSING WEEDS.
CONTRACTOR REQUIREMENTS:
1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LAYOUT OF ALL WORK COVERED UNDER THESE PANS.
2. LANDSCAPE CONTRACTOR SHALL REFER TO THE STANDARDIZED LANDSCAPE SPECIFICATIONS FOR THE STATE OF VIRGINIA FOR ADDITIONAL INFORMATION.
THE CONTRACTOR SHALL ABIDE BY ITS CONTENTS; HOWEVER ANY NOTES OR SPECIFICATIONS ON THE PANS SHALL SUPERSEDE THOSE OUTLINED IN THE
SPECIFICATIONS MANUAL (COPIES ARE AVAILABLE FOR A FEE FROM THE VIRGINIA CHAPTER OF THE AMERICAN SOCIETY OF LANDSCAPE ARCHITECTS, VIRGINIA
NURSERYMEN'S ASSOCIATION, INC. AND THE VIRGINIA SOCIETY OF LANDSCAPE DESIGNERS).
3. ALL PLANT MATERIAL SHALL MEET THE MINIMUM SPECIFICATIONS AND STANDARDS DESCRIBED IN THE CURRENT ISSUE OF THE AMERICAN STANDARD FOR
NURSERY STOCK, PUBLISHED BY THE AMERICAN ASSOCIATION OF NURSERYMEN, 1250 STREET, NW, SUITE 500, WASHINGTON, DC 20005.
4. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND NOTIFY THE DESIGNER OF ANY VARIANCE FROM THE PAN.
5. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THE LOCATION OF ANY ONSITE UTILITIES (CALL MISS UTILITY 1-800-552-7001 BEFORE ANY
z
EXCAVATION).
O
J
6. REFER TO THE APPROVED FINAL SITE PANS FOR ANY DETAILED SITE INFORMATION.
Q
7. ALL WORK SHALL BE COORDINATED WITH OTHER PARTIES.
8. PLANTS WILL BE PREPARED FOR SHIPMENT IN A MANNER THAT WILL NOT CAUSE DAMAGE TO THE BARK, BUDS, BRANCHES, STEMS, OR OVERALL SHAPE OF
U
THE STOCK. CONTAINER GROWN PANTS WILL BE TRANSPORTED IN THE CONTAINERS IN WHICH THEY HAVE BEEN GROWN.
wDo
9. ALL PLANT MATERIAL, UNLESS OTHERWISE SPECIFIED, SHALL BE UNIFORMLY BRANCHED AND HAVE A VIGOROUS ROOT SYSTEM. PANT MATERIAL SHALL BE
o
Ln
HEALTHY, VIGOROUS, AND FREE FROM DEFECTS, DECAY, DISEASES, INSECT PEST EGGS, AND ALL FORMS OF INFESTATION. ALL PANT MATERIAL SHALL BE
O
zz
J
Q
FRESH, FREE FROM TRANSPLANT SHOCK OR VISIBLE WILT. PANTS DEEMED UNHEALTHY WILL BE REJECTED.
10. ALL CONTAINER STOCK SHALL HAVE BEEN PROPAGATED IN A CONTAINER LONG ENOUGH FOR THE ROOT SYSTEM TO HAVE DEVELOPED SUFFICIENTLY TO HOLD
ITS SOIL. CONTAINER STOCK WITH POORLY DEVELOPED ROOT SYSTEMS WILL NOT BE ACCEPTED.
5
•z-'
11. PLANTS NOT INSTALLED ON THE DAY OF ARRIVAL ON SITE SHALL BE STORED AND PROTECTED BY THE CONTAINER. OUTSIDE STORAGE AREAS WILL BE SHADED
V J
�
AND PROTECTED FROM THE WIND AND SUN. PLANTS STORED ON SITE SHALL BE PROTECTED FROM ANY DRYING AT ALL TIMES BY COVERING THE BALLS OR
0+50 1+00 1+50 2+00 2+25 0+50 0+75 ROOTS WITH MOIST SAWDUST, WET BURLAP, WOOD CHIPS, SHREDDED BARK, PEAT MOSS, OR OTHER SIMILAR MULCHING MATERIAL.
12. THE OWNER RESERVES THE RIGHT TO SUBSTITUTE PLANT MATERIAL TYPE, SIZE AND/OR QUANTITY. ANY SUBSTITUTIONS MUST BE APPROVED BY THE
DESIGNER.
ui
13. MINOR FIELD ADJUSTMENTS MAY BE NECESSARY DUE TO SITE CONDITIONS EX: ROOTBALL AND UTILITY CONFLICT). MAJOR ADJUSTMENTS MUST BE
PROFILE SCALESROVED ( ) w/
BASIN A- SECTION -5, BASIN A- SPILLWAY NOPLANTING
SHLLOCCUDESIGNER. li
1„ , V 15. PLANT MATERIAL SHALL BE PLACED IN EXISTING SOIL WITH EACH PLANTING PIT EXCAVATED TO A SIZE SUFFICIENTTO CONTAIN THE ENTIRE ROOT BALL OR
1 =50 (H) ROOT MASS, WITHOUT CRAMPING ROOTSTOCK.
57O 57O 16. THE CONTRACTOR SHALL MAINTAIN A ONE (1) CALENDAR YEAR 90% CARE AND REPLACEMENT WARRANTY FOR ALL PLANTINGS. THE PERIOD OF CARE AND
REPLACEMENT SHALL BEGIN AFTER INSPECTION AND APPROVAL OF THE COMPLETE INSTALLATION OF ALL PLANTS AND CONTINUE FOR ONE CALENDAR YEAR
AIDE
65
565
(n v)
17. THE CONTRACTOR IS RESPONSIBLE FOR REMOVAL AND DISPOSAL OF TRASH AND DEBRIS WITHIN THE LIMITS OF THE PLANTING ON A DAILY BASIS.
18. THE CONTRACTOR WILL NOT BE RESPONSIBLE FOR PLANT MATERIAL THAT HAS BEEN DAMAGED BY VANDALISM, FIRE, OR OTHER ACTIVITIES BEYOND THE
CONTRACTOR'S CONTROL.
FACILITY CONSTRUCTION
1. THE DETENTION BASINS MAY SERVE AS SEDIMENT BASINS DURING PROJECT CONSTRUCTION. IF THIS IS DONE, THE VOLUME SHALL BE BASED ON THE MORE
570 570 STRINGENT SIZING RULE (EROSION AND SEDIMENT CONTROL REQUIREMENT VS. WATER QUANTITY TREATMENT REQUIREMENT). INSTALLATION OF THE w CD NCD
E RISER
SBUILT 75' WIDE GRASS LINE
i RIM
ASBUILT
EMERGENCY SPILLWAY CREST
-OR TO
GRADIN
ELEVATION=564.00'
E 3 O "
O 3
-
30' TOP OF DAM ELEV. - 666.00'
( )
SBUILT
T.=557.00.
560
N
560
565
GRADE
565
R BASE
LL BE
ONTRACTOR SHALL INSTALL TH
FORCED
EMBANKMENT IN ACCORDANCE
THAT IS
w/ THE DETAILS & NOTES=
75'
E LIMITS
SHOWN ON THIS SHEET.
M E
557
APPROVED BASIN SPILLWAY SIDE SLOPES
555
555
SHALL BE 4:1 OR FLATTER TO PROVIDE A
560
560
MOOTHVEHICULARTRANSITIONALONG
THEACCESS ROAD&TO PROTECTTHE
PRE-
ON TRU
TI
GRASS LINED SPILLWAY.
GRADE
ASBUILT END WALL & RIPRAP LIMITS.
APPROVED VDOT STD. EW-1PC w/
VDOT#3 COARSE AGGREGATE OUTLET
PROTECTION w GEOTEXTILE FILTER
1
550
1
1
550
FABRIC UNDERAYMENT(L=19', W1=6',
W2=16', D=2' MIN.)
555
555
J J
N
Q N
Q
ASBUILT 038' CL. III RCP J J
W W
N
n
r L"J
N r
7
BARREL (§�.564.g LF, INV. W W
O
O
O
In
Ih
IN=556.46', INV. OUT=
t0
to Ln
(D
V, O
Il')
Ifl
I"l
V,
559
10
10
W LL
W
TOP VIEW
0+50 1+00 1+50 1+75
BASIN C- SECTION
1CTURAL
A
Of ft 0r0raw ��
TRASH RACK ASSEMBLY
ELEV. A -A
NOTE: '"MCUNDNG KIT INCLUDED'•
INC.
P"""D
60" ROUND SERIES
RACXxls
24pTRASH
LS%11CC
.RSP-60.
awo-Tex-www
(FOR 42" Canc. Riser )
PERMANENT RISER SHALL BE INITIATED DURING THE CONSTRUCTION PHASE, AND DESIGN ELEVATIONS SHALL BESET WITH FINAL CLEANOUT OF THE
F
ry
SEDIMENT BASIN AND CONVERSION TOTHE POST -CONSTRUCTION POND IN MIND. APPROPRIATE PROCEDURES SHALL BE IMPLEMENTED TO PREVENT
0
\
\
DISCHARGE OF TURBID WATERS WHEN THE BASIN IS BEING CONVERTED INTO AN DETENTION BASIN.
2.
DETENTION BASINS SHALL ONLY BE CONSTRUCTED AFTER THE CONTRIBUTING DRAINAGE AREA TO THE POND IS COMPLETELY STABILIZED. IF THE PROPOSED
POND SITE WILL BE USED AS A SEDIMENT TRAP OR BASIN DURING THE CONSTRUCTION PHASE, THEN THE FACILITY WILL BE DEWATERED, DREDGED AND
RE -GRADED TO DESIGN DIMENSIONS AFTER THE ORIGINAL SITE CONSTRUCTION IS COMPLETE.
3. INSTALL E&S CONTROLS PRIOR TO CONSTRUCTION OF THE BASIN, INCLUDING TEMPORARY DE -WATERING DEVICES AND STORMWATER DIVERSION PRACTICES.
ALL AREAS SURROUNDING THE BASIN THAT ARE GRADED OR DENUDED DURING CONSTRUCTION SHALL BE PLANTED WITH TURF GRASS, NATIVE PLANTINGS,
OR OTHER APPROVED METHODS OF SOIL STABILIZATION.
4.
CONTRACTOR SHALL EXCAVATE THE CORE TRENCH AND INSTALL THE SPILLWAY PIPE DURING THE ESC PHASE.
5.
CONTRACTOR SHALL ALSO INSTALL THE RISER, OUTFLOW STRUCTURE AND/OR AND BARREL(S) DURING THE ESC PHASE TO ENSURE THE TOP INVERT OF THE
OVERFLOW WEIR IS CONSTRUCTED LEVEL AT THE DESIGN ELEVATION.
6. THE CONTRACTOR SHALL THEN CONSTRUCT THE EMBANKMENT AND ANY INTERNAL BERMS IN 8TO 12-INCH LIFTS AND COMPACT THE LIFTS WITH
0
J
l-1
APPROPRIATE EQUIPMENT.
7. U PO N COMPLETION OF TH E EM BAN KM ENT GRADI NG, TH E CONTRACTOR SHALL EXCAVATE/G RADE U NTI L TH E APPROPRIATE ELEVATION AN D DESIRED
CONTOURS ARE ACHIEVED FOR THE BOTTOM AND SIDE SLOPES OF THE BASIN.
m
8. CONTRACTOR SHALL THEN CONSTRUCT THE EMERGENCY SPILLWAY IN CUT OR STRUCTURALLY STABILIZED SOILS.
9. THE CONTRACTOR SHALL THEN FINISH CONSTRUCTION OF ALL OUTLET STRUCTURES, INCLUDING DOWNSTREAM RIP -RAP APRON PROTECTION.
10. THE CONTRACTOR SHALL NEXT STABILIZE EXPOSED SOILS BY HYDROSEEDING OR SEEDING OVER STRAW.
('7
Q7
11. THE CONTRACTOR SHALL THEN INSTALL THE APPROPRIATE BASIN LANDSCAPING IN ACCORDANCE WITH THE APPROVED PANS.
N
FACILITY MAINTENANCE:
nlll�
MAINTENANCE OF DETENTION BASINS ARE DRIVEN BY ANNUAL INSPECTIONS THAT EVALUATE THE CONDITION AND PERFORMANCE OF THE FACILITIES. DURING
w
THESE INSPECTIONSTHE FOLLOWING TASKS SHALL BE PERFORMED BYTHE CONTRACTOR IN THE FIRSTYEAR FOLLOWING INSTALLATION, AND THE OWNER
THEREAFTER:
1. MEASURE SEDIMENT ACCUMULATION LEVELS IN THE BASIN.
L
2. MONITOR THE GROWTH OF THE GROUNDCOVER AND ANY TREES AND SHRUBS PLANTED, AS APPLICABLE. RECORD THE SPECIES AND THEIR APPROXIMATE
COVERAGE, AND NOTE THE PRESENCE OF ANY INVASIVE PLANT SPECIES, AS APPLICABLE.
N
Q
O
3. INSPECT THE CONDITION OF STORMWATER INLETS TO THE BASIN FOR MATERIAL DAMAGE, EROSION OR UNDERCUTTING.
4. INSPECT THE BANKS OF UPSTREAM AND DOWNSTREAM CHANNELS FOR EVIDENCE OF SLOUGHING, ANIMAL BURROWS, BOGGY AREAS, WOODY GROWTH, OR
Q 0+50 1+00 GULLY EROSION THAT MAY UNDERMINE EMBANKMENT INTEGRITY. N 2!
5. INSPECT BASIN OUTFALL CHANNEL FOR EROSION UNDERCUTTING RIP -RAP DISPLACEMENT WOODY GROWTH ETC.
6. INSPECT CONDITION OF PRINCIPAL SPILLWAY AND RISER FOR EVIDENCE OF SPALLING, JOINT FAILURE, LEAKAGE, CORROSION OR OTHER FAILURES.LU
PROFILE SCALES 7. INSPECT CONDITION OF ALL TRASH RACKS, REVERSE SLOPED PIPES OR FASHBOARD RISERS FOR EVIDENCE OF CLOGGING, LEAKAGE, DEBRIS ACCUMULATION w Q J
1-5iV) BASIN C- SPILLWAY OR OTHER FAILURES. > Ii
8. INSPECT MAINTENANCE ACCESS TO ENSURE IT IS FREE OF WOODY VEGETATION, AND CHECK TO SEE WHETHER VALVES, MANHOLES AND LOCKS CAN BE
1"=50' (H) OPENED AND OPERATED. Q
9. INSPECT INTERNAL AND EXTERNAL SIDE SLOPES OF THE BASIN FOR EVIDENCE OF SPARSE VEGETATIVE COVER, EROSION, OR SLUMPING. _j Q �--
10. OWNER SHALL MAKE NEEDED REPAIRS IMMEDIATELY. J W
1�
APPROVED EMBANKMENT NOTES:
AFTER AN INVESTIGATION OF THE SITE's SOILS, SITE VISITS, AN ANALYSIS OF THE SURVEYED TOPOGRAPHY
AND AN EXAMINATION OF VA DEQAPPENDIXA: EARTHEN EMBANKMENT (REQUIREMENTS vs.
RECOMMENDATIONS), THE APPLICANT HAS PROVIDED A COMPREHENSIVE EMBANKMENT DESIGN THAT DOES
NOT NEED A GEOTECHNICAL STUDY AT THIS TIME. SUCH IS THE CASE DUE TO THE PRECAUTIONARY
EMBANKMENT DESIGNS PROPOSED. A SUMMARY OF THE EMBANKMENT DESIGN REQUIREMENTS ARE LISTED
BELOW, MANDATING THE CONTRACTOR MEETTHESE REQUIREMENTS ATA MINIMUM.
THE EMBANKMENTS SHALL HAVE A COMPACTED CLAY CORE WITH A CUTOFF TRENCH & BE IN ACCORDANCE
WITH THE DETAILS SHOWN ON THIS SHEET. BERMS AND SPILLWAYS SHALL BE STABILIZED WITH EC-3 MATTING
& THE REMAINING DISTURBED SLOPES SHALL BE STABILIZED WITH EC-2 MATTING. ALL BERM FILL MATERIAL
SHALL CONSIST OF ML, CL, SC OR GC SOILS & BE FREE OF WOOD, ROOTS, ROCKS OR ANY OTHER NON
COMPACTING SOIL. COMPACTED FILL SHALL BE PROCTOR MAXIMUM DRY DENSITY ASTM D698 AND HAVE A
MINIMUM OF 95%OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL
MATERIAL AND CONSTRUCTION SHALL BE APPROVED BY AN ONSITE GEOTECHNICAL ENGINEER PRESENT
DURING THE CONSTRUCTION OF THE EMBANKMENTS AND FILL AREAS.
EW L,/PC L
A`l
s
„ u `
I i
fo
FRONT ELEVATION A-eJ a4 BARS a 5' C-C
MOOWAY. EACH FM
NOTES
1. CONCRETE TO BE 40M PSI MINIMUM COMPRESSIVE STRENGTH. SECTION A -A
2.IF WE 6 To BE SKEWED TIE OPENING WILL BE ADJHSTED TO ACCOMMODATE
ANGLES IP TO 45•.
& (ENFORCING STEEL IN MCMUMCE WITH ASTN A-6M XREeFKMCNO WSI.
4. PPE OPENINGS IN PRECAST CRNNA(E UNITS WALL NET EXCEED 4 INCHES AT
ANY WEN POINT BETWEEN TIE PPE MD TIE PRECAST INR.
& DIMENSIONS SHOWN ME MUM. ACTUAL MEASUREMENTS MAY VARY WITH
MMUFACTUIER'S TOLEHM'CE. a
& IN NO CASE SHALL TOP OF EIDWAL PROJECT MOVE FILL SLOPE. DITCH SLOPE, OR SHWLOER. .
7. HEWW/LL TO BE BEVELED N Al NEAS EXCEPT WHERE A CONFLICT WITH n
INVERT OR WINGW.LLL OCCUR.
& ffVE1 EDGE IS REWIRED ON THE 1EMWAJL AT THE NET END OF THE CULVERT. SHWE TO HEADWALL AT CUTLET END MAY HE EITHER SQUARE EDGE CR SEMM). BEVELED WITH a
MDRTM
CHAFER NAY BE PAOVDEO ON ALL EDGES AT NAM.FACTURER'S OPTION.
DETAIL A
ENDWALL FOR CIRCULAR PIPE
DWETER OF PPE CULVERT
DI
12"
1 W
1 IS"
21" OR 24"
2T' CR W"
33" N M"
H
2'-0"
2�_3��
2•_6�-
Y_2"
3._10..
4._4"
L
W_O.
Y.O.
B._O..
5. 0.
10._pr-
zr. .
0
C-}/"
1 W-,1•"
1 0'-r'
I o'-Y/e"
0'-9/4"
1 W-37i'
b
I V-T'
1 o-A/w'•
1 0•-i/'•
1 0'-2••
1 a•-rh"
1 0-3"
FACILITY INSPECTION:
>
MULTIPLE INSPECTIONS ARE CRITICAL TO ENSURE THE BASIN(S) ARE PROPERLY CONSTRUCTED. BECAUSE THE TIMING OF THE INSTALLATION IS DICTATED BY THE
U
CONTRACTOR, THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING THE ENGINEER AND INSPECTOR PRIOR TO INSTALLATION. MULTIPLE SITE VISITS AND
LU
/r
\`
INSPECTIONS ARE REQUIRED TO BE SCHEDULED BY THE CONTRACTOR, WITH THE ENGINEER AND INSPECTOR, DURING THE FOLLOWING STAGES OF THE DETENTION
�
W
BASINS' CONSTRUCTION PROCESS:
J
1. PRE -CONSTRUCTION MEETING
�
2. INITIAL SITE PREPARATION (INCLUDING INSTALLATION OF PROJECT E&S CONTROLS)
O
r n
V3
3. EXCAVATION/GRADING (E.G., INTERIM/FINAL ELEVATIONS)
N
LL
4. EXTENDED DETENTION BASIN INSTALLATION (E.G., INTERIM AND FINAL ELEVATIONS)
S. INSTALLATION OFTHE EMBANKMENT, THE RISER/PRIMARY SPILLWAY, AND THE OUTLETSTRUCTURE(5).
Q
z
6. PLANTING PHASE (WITH AN EXPERIENCED LANDSCAPE ARCHITECT PRESENT)
Q
7. FINAL INSPECTION (DEVELOP A PUNCH LIST FOR FACILITY ACCEPTANCE)
DETAIL B
ENDWALL FOR ELLIPTICAL PIPE
512E OF ELLIPTIC& PIPE CULVERT (SPA w RISE)
5 N D
23' w N"
W" x 10•'
M" w 22"
M' X 24"
42• X V"
45" X 29"
4W' x 32•
5Y' X "..
H
y-10"
2._4..
2._7.,
1 2`9.
Y-p
T-W
3,_W'
3._B.'
L
1 5'-5'
1 7-2"
1 IF -a"
1 9'-2•
1 ,P-2'
1 UP-11"
I 1T-1'
I 11'-11"
0I
9'-2y"
I 0'-3W'
I a-9h"
1 W-4'
1 P- --
I 0'-4l':
I O'-V'
1 a-5y2"
b
W-2'
C-lye"
I C-ZY4"
1 013"
1 C-9h•'
I 0'aT7
1 014"
�voQF PRECAST ENDWALL FOR PIPE CULVERTS
IroAo AND BNocE sT.wDMDs
SHEET , Oi 1 REVISION DATE 12" - 36" CIRCULAR AND 23" x 14" - 53" x 34" ELLIPTICAL PIPES
10,.02 VIWIMA DEPARTMENT OF TRAN5PORTATM
36" Riser StormRi3xTA'
ROUND SERIES TRASH RACK
CONCRETE MANHOLE
STANDARD 601NCH RACK SHOWN
DIMENSIONS IN INCHES
PLAN
SIDE VIEW
StormRax^' Round Series forConaete Manhole
hrtNo.
DNnA
DIM
mme
MIRID
MbOD
RS14
l7lj
14%
28
24
30
flSxi
23ik
14
40
36
43
uaa
Y7
13
S4.
a
S7
ls6a
27yj
12%
6blt
60
70
°' °h" Plastic Solutions. lI1C. ADcusTO AER
Sq CIFIOATIW Boa 43B5. Mr. YNsdeaNs. VA 22&M,
4' a 23e MaChee Rd. nT}aNr. VA r2605
l56410) 872.5717 phone RIDECT:
105 4q 712-2219 Mx
302 httP//wv.'w.l ac-soluam.mm
ruaacar
IUTMxIA EG
ISOMETRIC
CONCRETE STRUCTURE DIMENSIONS
INSIDE STRUCTURE DIMENSION
OUTSIDE STRUCTURE DIMENSION
AVAILABLE
GROSS BRACING FOR OVERHNING
HOPE ANn-VORTEX PLATE
DATE
Dwu'm6r_
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DETAIL
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JOB NO.
132091
SCALE
AS SHOWN
SHEET N0.
10
l I I l I , I I
DRAINAGE PLAN FOR THE LOTS 8 & 9 SIDE YARD SWALE
SCALE 1"=50'
--- II
-- /
\
1 I I zr-`sX
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i
/ . WITWTHIS AMENDMENT-
-J/ /gt�
/
�I
4w II J II 0�
v 01VERLgND FLOW Tc PATH, PRIOR) \/ /
. TO.CO CENTRATED/FLOW WHERE
_TC-fS NEGLIGIBLE. OLLF Tc= 13 min!' / \ / C�
/ (185' CFDLFAW 4 ELEV. -11F)I o�
/ �ASBUILT CUL ERT ASSOCIATED
+00�
CONTRACTOR SHALL VERIFY, AND IMPROVE IF 91
/ FOUND NECESSARY, THAT THE EXISTING
i RIPRAP CHANNEL HAS A d50 STONE DIAMETER .
EQUAL TO OR GREATER THAN VDOT CL. AI
i RIPRAP WITH A TOTAL STONE DEPTH OF 18".
1+00
PROPOSED�IDOT STD. Cam. of RIPRAP,(18" STONE-DEPTH)-
LINI`D DRAINAGE SWALE TO)3t LOCAT9�1"ALONG THE ♦\ \ i i - _
PROPERTYGLfNE BETWEEN LOTS $ 819, AS SHOD!
RIPRAP T61NCLUD"-FILTER FABRIC UNDERLL AYMENT
LOT 9__-
/ / yBAREA TO SWALE-BETWEEN LOTS.8-8r96 8
Z.32 ac, Cw=0.35,-Tc�13 min.
/ 2tOb /// /// ./ -L6T 8
690 D=1.00
/ / � / / � / / / / / •lJ - 3;� � t \. 6g0 i � � it - -
- - / /PROPOSED 70'-WIDE CIRAINAGE-EASEMENT�CEFITERED'6N TH \ 3+-O0'
/ LOTS 8 &,9 SHARED PROPERTY LINE. A PORTION OF�THE
-J / /EASEMENT EXTENDS INTO THE -RURAL PR"RVATIgN-tRACT.
PROPOSED RIPRAP LINED SWALE TO OUTFALL INTO A PROPOSED CHECK DAM. - \
PROPOSED CHECK DAM TO BE CONSTRUCTED OF VDOT #1 COARSE"
AGGREGATE & CL. I RIPRAP WITH A FILTER FABRIC UNDERLAYMENT. SEE THIS - - - •/ - - -
/ SHEET FOR DETAIL. CHECK DAM TO INCLUDE A 2' WIDE TOP OF DAM & 2:1' '_ _ •�
SIDE SLOPES, AS SHOWN. CHECK DAM WILL CREATE A SMALL DEPRESSION/ - /
PLUNGE POOL AT THE END OF THE SWALE TO DISSIPATE FLOWS BEFORE THEY _-
/ OVERTOP THE CHECK DAM AND ENTER THE EXISTING DOWNSTREAM CHANNEL.
EXISTIN�G-CHANN\EL, TOI REMAIN\TO
AC
EPT RUNOFF\ FRO�Q PRO Os
\ \ \
RIPRA 1 LINED\SWAL & CHECKRM.
v\
RURAL �RESEI�VATIOL,1 I \ \ \ \ \ \ \
r A Cr
/ c�7
1992
ROCK CHECK DAM
1
STRAW BALE BARRIER
FAKED Alt) DVIIOCIRO
MHXNC ww STIV6' WE
OR MIKE
wNPACrEo mA m
WIMC ( ( / wcwrt c
F1LlERNOiF� 1 j t11) ED PU,,,� unu
PROPERLY INSTALLED STRAW BALE
(CROSS SECTION)
1. EXCAVATE THE TRENCH. 2. PLACE AND STAKE STRAW BALES.
3. WEDGE LOOSE STRAW BETWEEN BALES.
4. BACKFILL AND COMPACT THE
EXCAVATED SOIL.
CONSTRUCTION OF STRAW BALE BARRIER
Some: Va. DSWC Plate 3.04-1
ESC LEGEND
STRAW BALE BARRIER PER VESCH 3.04
SILT FENCE PER VESCH 3.05
0L
RIPRAP PER VESCH 3.19
ROCK CHECK DAM PER VESCH 3.20
/
PS
PERMANENT SEEDING PER VESCH 3.32
„f'1(Opp \ \ -' THE (MINOR) EXCESS EXCAVATED DIRT FROM THE CONSTRUCTION OF
THE SWALE IN CUT SHALL BE SPREAD EVENLY ON EITHER UNDEVELOPED
LOT 8 OR 9. EXCESS DIRT SHALL BE SPREAD SUCH THAT IT HAS POSITIVE
DRAINAGE THROUGHOUT WITHOUT PONDING, AND IS GENTLY SLOPED
i i \ NOT CREATING A MOUND. THE EXCESS DIRT SHALL BE IMMEDIATELY
LOT 9 - -= ' STABILIZED WITH PERMANENT SEEDING. SEE DETAIL ON WPO 201600034
.I
APPROVED SHEET 3 FOR PERMANENT SEEDING. ALTERNATIVELY, THE - -
FOR THE CONSTRUCTION OF LOTS 8 & 9's SIDE YARD' \ \� CONTRACTOR MAY ELECT TO TRANSPORT THE EXCESS DIRT TO AN
SWALE, THE CONTRACTOR SHALL UTILIZE EXISTING �\ \ OFFSITE LOCATION THAT HAS AN APPROVED ACTIVE CGP.
GREENLOFT FARM CT. FOR ACCESS & PARKING. THE i \ \ / / / / ' CJ 0
CONTRACTOR SHALL LOAD & UNLOAD CONSTRUCTION+/LOT 8 /
EQUIPMENT ON LOTS 8 OR 9 TO MINIMIZE THE RISK OF -
TRANSPORTING RUNOFF ONTO EXISTING GREENLOFT CT. &
OTHER LOTS. PROVISIONS SHALL BE MADE TO MINIMIZE
THE TRANSPORT OF SEDIMENT BY (VEHICULAR) TRACKING
ONTO THE PAVED SURFACES. WHERE SEDIMENT IS -
TRANSPORTED ONTO A PUBLIC ROAD SURFACE, THE ROAD _ i "I"
SHALL BE CLEANED THOROUGHLY AT THE END OF EACH - -
DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY \ 68 R -
- _ -
SHOVELING OR SWEEPING AND IT SHALL BE
TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. 0
STREET WASHING SHALL BE ALLOWED ONLY AFTER / + 67
- SEDIMENT IS REMOVED IN THIS MANNER. � � � / /\ /
THE DISTURBANCES ASSO�ATED WITH T� / ' / ' � � CONTRACTOR SHALL INSTALL FILTER
/COfyS'FRUCTION O LOTS 8-& 9 sSIDE YARD SWALEARE / \ _ FABRIC UNUERLAYMENT, RIPRAP AND
COVERED -UNDER T E PREVIOUSLY APPROVED CGP. / \ PERMANENT SEEDING IMMEDIATELY -
+-muov ING THE CHANN-EL's GRADING
RRORO.S€DBE-MPORA;RY SILT F�C-E, SEE 10 / \ - -OPERATIONS TO MINIMIZE THE RISK_
-DETAIL AN-WP.Q 201600034-APPROVED SHT. 3: F / / / \ \ OF SILT DEPOSiFS-DOW{'!-STREAM-
/ OPOSED PERMANENT-
CK CRECK DAM _
DOWNS PE AF-PROPOSED
DISTURBA ES &SWALE
EETiiIS ET FOR
DESIG -
/ PROPOSED AKY STRAW -GALE T /
BARRIER DOWNISLOPg� PROPO _
c� / DISTURBANCES. SEE DETAIL ON -THIS- SHEET. -
EROSION & SEDIMENT CONTROL PLAN
FOR THE LOTS 8 & 9 SIDE YARD SWALE \ � \
SCALE 1 =50 \ EXISTING GRAN N�L, TO REfQAIN TO
1 AC'�EPT RRUNOFF\ FROi� PRO OSD
RIPRAP LINED,SWALE& CHECK�M. \ \ \
WW
W Lei
PRE-C
GRADE
NSTRUC
ION
710 V
710
\ \
ASBUIL
GRADE
EX. '� PR
POSED
RIPRAP IPRAP
705
1 705
ROPOS
D
GRAD
700
700
PROPOS
D VDOT
STD. CL.
Al RIP
P (18"
D=1.00'
STONEDEPTH)
L
NED DRAINAGE
S
ALE TOI
BE
ILOCATEI
I ALONG
ITHE PRO
DERTY LI
4E
BETWEE
4 LOTS 81
& 9, AS
5HOWN.
RIPRAP IO
RIPRAP
INCLUD
A FILTE
FABRI
UNDERLAYMENT
695
695
Nrs
Q,=3.00
CFS ,o-
V,=4.70
FPS S =19.0%
D,-0.46
FT D,o
151 F7
D=1.00
9'
RIPRA
690
690
N IS
3.90 CF
Q,-3.
O CFS Q,"
V,=3.
3 FPS S
9.5%
D,-0.
3 FT D,"
0.58 FT
685
685
680
680
675
D=1.00'
675
3
RIPRAP
NTS
0z 3.0
CFS Q,a
3.90 CFS
V,=4.51
FPS S -
7.0%
670
D,-0.4
FT D,o
3.52 FT
670
665
Em
665
660
660
655
655
\
650
650
3
3.
645
R/
P
645
Q,
3.00 CFS
Q,o 3.90
CFS
V,
5.05 FPS
S =23.GX
D,
0.45 FT
D„ 0.49
FT
640
1
1
1
1
640
635
635
PROPOE
ED RIPP,%P
LINED
SWALE
O OUTF LL INTO
A PROP
SED CHECK
DAM.
PROPOSED
CHECK
DAM
TO BE C NSTRU
ED OF
DOT #1
COARSE
AGGREC
ATE & CIL.
I RIP
P WITH
N FILTER FABRIC
UNDERLAYMENT.
EE THIS
IL. C
E
INCLUDE
'
SIDE
SLOPES,
A SMALL
DEPRESSION/
AS SHOWN.
CHEC
DAM WILL CREATE
PLUNGE
POOL AT
THE EN
OF THE
SWALE TO DISSIPATE
FLO
S BEF
RE THEY
630
VERTO
THE CH
CK DAM
AND EN
ER THE EXISTIN
DOWN
REAM
HANNEL.
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0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+CH1H13
LOTS 8 & g SIDE YARD SWALE
PROFILE SCALES
1"=5' (V)
1"=50' (H)
OTT IR. CMLI
Lic. No. 35791
9/9/20
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JOB NO.
132091
SCALE
AS SHOWN
SHEET NO.
10A Q