HomeMy WebLinkAboutWPO202100007 Plan - VSMP 2022-03-23VICINITY MAP:
SCALE: 1" = 29
GENERAL NOTES
OWNERS:
TMPo4600-oo-oo-oi9B8
CROCKETT CORPORATION
C/O HAUGH & HELVIN
435 PARK ST
CHARLOTTESVILLE,VA229oi
TMP 04600-o-oo-oigB9
BROOKHILL MASTER ASSOCIATION INC
455 SECOND ST
SUITE 201
CHARLOTTESVILLE, VA 22902
DEVELOPER:
RIVERBEND DEVELOPMENT, INC.
455 SECOND STREET SE, SUITE 400
CHARLOTTESVILLE,VA 22903
ENGINEER:
COLLINS ENGINEERING
zoo GARRETT ST, SUITE K
CHARLOTTESVILLE,VA 22902
TAX MAP:
04600-oo-oo-oi9B8
D.B.5346, PG. 256
ug.69 ACRES (PORTION OF)
04600-oo-oo-oigbg
D.B.5512, PG. 303
50.72 ACRES (PORTION OF)
ZONING:
NEIGHBORHOOD MODEL DEVELOPMENT DISTRICT (ZMA20280003.1 WITH
PROFFERS - APPROVED BY THE BOARD OF SUPERVISORS ON JULY 27, 2029)
THE CODE OF DEVELOPMENT AND AND APPLICATION PLAN FROM ZMA202500007
ARE STILL VALID AND STILL APPLY TO THE BROOKHILL PROJECT.
ENTRANCE CORRIDOR OVERLAY (EC), AIRPORT IMPACT OVERLAY (AIA), MANAGED
AND PRESERVED SLOPES OVERLAY DISTRICT AND FLOOD HAZARD OVERLAY FH
( )
ZONING DISTRICT.
NOTE: A SPECIAL USE PERMIT APPLICATION (SP202500025) WAS APPROVED TO
ALLOW THE GRADING ACTIVITIES IN THE FLOOD HAZARD OVERLAY DISTRICT (FH).
THE SP WAS APPROVED ON NOVEMBER 9, 2o26 BY BOIS WITH CONDITIONS.
TOTAL PROJECT AREA:
04600-oo-oo-o2gB8 - 23.9.69 AC. (PORTION OF)
BLOCK 26 -13.84 AC
BLOCK 27 - 3.6.15 AC
TOTAL = 29.99 AC
PROPOSED USE:
134 TOTAL DWELLING UNITS (53 SINGLE-FAMILY DETACHED UNITS, 28
SINGLE-FAMILY ATTACHED VILLA UNITS, & 53TOWNHOUSE UNITS)
ALLOWABLE DENSITY:
BLOCK3.6: 19UNITS (MIN.)TO58UNITS (MAX.)
BLOCK 17: 32 UNITS (MIN.) TO 94 UNITS (MAX.)
PROPOSED DENSITY:
BLOCK 25: 57 UNITS
BLOCK 27: 77 UNITS
REQUIRED SPACE:
CIVIC PARK
GREEN WAY
OPEN SPACE
BUFFERS
TOTALGREEN SPACE
OPEN SPACE PROVIDED:
Bib
Biz
TOTAL BLOCK i6 & 17 GREEN SPACE PROVIDED: io.6 ACRES
BUILDING HEIGHTS:
NO MINIMUM HEIGHT REQUIREMENT.
MAXIMUM - 3 STORIES / 4o FEET
SETBACKS:
NEIGHBORHOOD DENSITY RESIDENTIAL- BLOCK 5 TO BLOCK ig
FRONT SETBACK: 8' MIN. & 25' MAX.
PORCH SETBACK: S MIN & 25' MAX.
SIDE SETBACK: 5' MIN & NO MAX.
SIDE, CORNER LOT SETBACK: 5' MIN. & NO MAX.
REAR SETBACK: io' MIN. & NO MAX.
GARAGE SETBACKS: 18' MIN.
SUBDIVISION STREETS:
CURB & GUTTER
WATERSHED:
SOUTH FORK RIVANNA RIVER
AGRICULTURAL/FORESTAL
DISTRICT: NONE
TOPOGRAPHY & SURVEY:
TOPOGRAPHY WAS COMPILED FROM SURVEY BY LINCOLN
SURVEYING AND BELL LAND SURVEYS, JANUARY 2025.
BOUNDARY INFORMATION WAS COMPILED BY LINCOLN
SURVEYING ON MARCH 7, 2025. FIELD VERIFIED BY COLLINS
ENGINEERING IN SEPTEMBER OF 2020.
DATUM:
NAVD 2988
EXISTING VEGETATION:
MOSTLY WOODED.
PRESERVED/MANAGED SLOPES: PRESERVED AND MANAGED STEEP SLOPES ARE SHOWN WITHIN THE LIMITS
OF THE PROPERTY. SEE EXISTING CONDITIONS SHEET FOR LOCATIONS.
LIGHTING:
NO LIGHTING IS PROPOSED.
PHASING:
THESE BLOCKS SHALL BE DEVELOPED EITHER AS ONE (2) PHASE OR A TOTAL OF
(2) SEPARATE PHASES.
RECREATION:
TRAIL CONNECTION TO THE GREENWAY TRAILS
PARKING:
PARKING REQUIRED:
TWO (2) OFF-STREET PARKING SPACES FOR EACH DWELLING UNIT
ONE (i) ON -STREET PARKING SPACE PER EVERY 4 TOWNHOUSE UNITS = 82
ATTACHED UNITS / 4 = 20.25 SPACES REQUIRED
PARKING PROVIDED:
TWO (2) OFF-STREET PARKING SPACES PROVIDED FOR EACH DWELLING UNIT
TWENTY ONE(22)ON-STREET PARKING SPACES PROVIDEDALONG ROADWAYS
BUILDING SITES:
EACH LOT CONTAINS A BUILDING SITE THAT COMPLIES WITH THE REQUIREMENTS
OF SECTION 4.2.2 OF THE ALBEMARLE COUNTY ZONING ORDINANCE.
BURIAL SITES:
NO CEMETERIES WERE FOUND DURING FIELD INVESTIGATION OF THESE (3) BLOCK
AREAS,
FLOODPLAIN:
THERE IS A FLOODPLAIN LOCATED ON THIS SITE. FEMA MAP ID 51003Co28oD
DATED FEBRUARY 4, 2005. IN ADDITION, A DAM BREACH INUNDATION ZONE
EXISTS ON THE PROPERTY FOR THE SOUTH RIVANNA DAM, WHICH IS A FEDERAL
DAM LOCATED UPSTREAM OF THE PROPERTY.
LANDSCAPING:
A LANDSCAPING PLAN WILL BE PROVIDED WITH THE FINAL SITE PLAN IN
ACCORDANCE WITH ALBEMARLE COUNTY ORDINANCE SECTION 32.7.9. STREET
TREES ARE INCLUDED WITH THE LANDSCAPING DESIGN TO INCORPORATE STREET
TREES EVERY 50' ALONG THE ROADWAYS.
LAND AREAS:
OPEN SPACE: 2o.6o ACRES (35.34%)
LOTS: 12.93 ACRES (43.21%)
ROW DEDICATION: 7.61ACRES (25.38%)
PROPOSED IMPERVIOUS AREAS:
ROADS & SIDEWALKS: 245,7255f
BUILDINGS, WALKWAYS & PATIOS / DECKS: 276,690 sf
DRIVEWAYS: 4&600 sf
TOTAL IMPERVIOUS AREAS: 468,015sf (10-74ac.)
RETAINING WALLS:
RETAINING WALLS ARE PROPOSED WITH THIS PROJECT. SEE GRADING &
DRAINAGE PLAN FOR WALL LOCATIONS.
TRASH:
EACH LOT SHALL HAVE AN INDIVIDUALTRASH CONTAINER.
UTILITIES:
ALBEMARLE COUNTY WATER & SEWER
AFFORDABLE HOUSING:
AFFORDABLE HOUSING TO BE PROVIDED IN ACCORDANCE WITH THE APPROVED
BROOKHILL PROFFERS. SEESHEETiA.
TOTAL PROPOSED UNITS:135
TOTAL PROPOSED AFFORDABLE UNITS: 20 UNITS OR CASH IN -LIEU
OF AFFORDABLE UNITS
NOTE: LOCATION OF AFFORDABLE UNITS TO BE DETERMINED WITH
THE FINAL SITE PLAN OR CASH IN -LIEU OPTION.
!CIVIC/PARK
GREEN WAY
OPEN SPACE
BUFFERS
TOTALGREEN SPACE
o
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BROOKHILL BLOCKS 16 & 17ABL 0 '00O�ONAL
VSMP PLAN ,h� SITES
(WPO 202100007)
RIVANNA MAGISTERIAL DISTRICT
ALBEMARLE COUNTY, VIRGINIA
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NOTES:
i. HALSEY AVENUE WILL BE DESIGNED TO THE "FIGURE 9: CONNECTOR ROAD -
PUBLIC VDOT ROADS" CROSS-SECTION AND STANDARDS SPECIFIED IN
SECTION 2.8 OF THE ZMA202500007 CODE OF DEVELOPMENT.
2. SABLEWOOD DRIVE, LACONIA LANE, MARCELLA STREET, AND MARCELLA
COURT WILL BE DESIGNED TO THE "NEIGHBORHOOD STREETS - PUBLIC VDOT
ROADS" CROSS-SECTION AND STANDARDS SPECIFIED IN SECTION 2.8 OF THE
ZMA202500007 CODE OF DEVELOPMENT.
PROPERTY's PERIMETER L
SHEET LAYOUT
SCALE: 1" = 100'
APPROVED
by the Albemarle County
Commu31tv2DEvgllorent Department
Date // i // 1
File WP0202100007
•
Sheet List Table
Sheet Number
Sheet Title
2
COVER
2
EXISTING CONDITIONS
3
EROSION & SEDIMENT CONTROL NOTES, NARRATIVE & DETAILS
4
PHASE I EROSION & SEDIMENT PLAN
5
PHASE I EROSION & SEDIMENT PLAN
6
PHASE I EROSION & SEDIMENT PLAN
7
PHASE II EROSION & SEDIMENT PLAN
8
PHASE II EROSION & SEDIMENT PLAN
9
PHASE II EROSION & SEDIMENT PLAN
io
PHASE III EROSION & SEDIMENT PLAN
12
PHASE III EROSION & SEDIMENT PLAN
12
PHASE III EROSION & SEDIMENT PLAN
13
EROSION & SEDIMENT CONTROL DETAILS
24
PRE -DEVELOPMENT STORMWATER MANAGEMENT PLAN
15
POST -DEVELOPMENT STORMWATER MANAGEMENT PLAN
i6A
WATER QUALITY STORMWATER MANAGEMENT PLAN
16B
STORMWATER MANAGEMENT DETAILS
i7
STORMWATER MANAGEMENT DETAILS
28
STORMWATER MANAGEMENT DETAILS
19A
UNDERGROUND DETENTION SYSTEM STANDARD NOTES & DETAILS
ig6
STORMWATER MANAGEMENT STANDARD NOTES & DETAILS
20
STORMWATER MANAGEMENT GENERAL NOTES & DETAILS
22
GRADING & DRAINAGE PLAN
22
GRADING & DRAINAGE PLAN
23
GRADING & DRAINAGE PLAN
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*THE GRADING &DRAINAGE PLAN SHEETS HAVE BEEN ADDED TO THIS SET FOR J
INFORMATIONAL PURPOSES ONLY. THESE SHEETS DEMONSTRATE THAT POSIT7VE z r*�N
DRAINAGE HAS BEEN PROVIDED AWAY FROM THE HOUSES FOR A MINIMUM OF 10'. rI
THESE SHEETS ALSO SHOW THE TOP & BOTTOM ELEVA77ONS OF THE RETAINING WALLS.
LEGEND: LU H 66
EROSION CONTROL k VIRGINIA EROSION & SEDIMENT CONTROL O 1.40
HANDBOOK SPECIRCAPON NUMBER J
CE CONSTRUCTION ENTRANCE 3.02 W
CR CR CONS7RUC77ON ROAD 3.03 = v / Q
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ST SEDIMENT TRAP 3.13 v
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OP OUTLET PR07ECT70N 3.18 J
RR RIPRAP 3.19 U) J
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CHECK DAM 3.20 W
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PS PS PERMANENT SEEDING 3.32 � (n
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EDGE OF PAVEMENT Q
CURB (D
- - - - PROPOSED ASPHALT PAVEMENT O O
EXISTING VEGETATIVf/LANDSCAPE BUFFER O
- - - - - - - GREEN WAY BUFFER N
- - - - - - - PROPOSED EASEMENT
DROP INLET
® DRAINAGE PIPE LU
-----------
200----------- EXISTING CONTOUR
F
200 PROPOSED CONTOUR LU 1
506.71 TC PROPOSED SPOT ELEVA7ION p LU
506.21 EP TC DEN07ES TOP/BACK OF CURB ce
T/B DENOTES TOP OF BOX JOB NO.
508.00 TW PROPOSED SPOT ELEVATION
502.00 BG TW DEN07ES TOP OF WALL 182150
500.67 BW BG DENOTES BOTTOM GRADE AT WALL
BW DENOTES BOTTOM OF WALL SCALE
PRESERVED STEEP SLOPES 1 it TOOT
MANAGED STEEP SLOPES
PROPOSED CONCRETE SHEET NO.
PROPOSED GEO-GRID FOR RETAINING WALL
O0 CO 0 OO 100 YR. FLOODPLAIN 1
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EROSION CONTROL NOTES & NARRATIVE: RETAINING WALL MATERIAL/
EROSION & SEDIMENT CONTROL MEASURES: EROSION CONTROL NOTES: DESCRIPTION OF EROSION & SEDIMENT DESIGN EQUIVALENT TO
ANCHOR DIAMOND 1 O.F
PROJECT DESCRIPTION:
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STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL TU IN ACCORDANCE WITH
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THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. STRUCTURAL PRACTICES USED PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND EROSION AND SEDIMENT CONTROL MEASURES. DISTURBANCE. THE PROJECT WILL BEGIN ITS CONSTRUCTION WITH THE PROPOSED ESC MEASURES FOLLOWING PLAN APPROVAL, WHICH IS I�
IN THIS SECTION CONSIST OF THE FOLLOWING: DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. �
2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED IT IS ANTICIPATED TO USE A CONSTRUCTION ENTRANCE, RIPRAP, OUTLET PROTECTION, ANTICIPATED TO BE IN THE SUMMER OF 2021. THE WORK IS ANTICIPATED TO BE COMPLETED WITHIN 24 MONTHS AND TO CONCLUDE IN THE BeWLEO N SCOTT R. LINSZ
3.01 SAFETY FENCE., DIVERSIONS, TWO SEDIMENT BASINS, A SEDIMENT TRAP AND SILT FENCES TO CONTROL SUMMER OF 2023. 0 "
ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND L-) Lic. No. 035791,E
A PROTECTIVE BARRIER INSTALLED TO PREVENT ACCESS TO AN EROSION CONTROL MEASURE. TO SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SURFACE DRAINAGE TEMPORARY SEEDING WILL BE USED IMMEDIATELY FOLLOWING ALL EXISTING S/TE CONDITIONS. , _„„°,.„„°,�„°, D
PROHIBIT THE UNDESIRABLE USE OF AN EROSION CONTROL MEASURE BY 7HE PUBLIC. APPLICABLE SEDIMENT CONTROL REGULATIONS. LAND DISTURBANCE ACTIVWES. TEMPORARY STOCKPILE AREAS SHALL BE DISCUSSED WITH THE PROPOSED DEVELOPMENT IS LOCATED ON A PARCEL KI7H EXISTING WOODS AND GRASSY LAWNS. THIS S17E /S GENERALLY WELL SLOPED WITH •0 2�4�22 �4•
TO ANY CONTROL MEASURE OR SERIES OF MEASURES WHICH CAN BE CONSIDERED UNSAFE BY A RIDGE RUNNING NORTHEAST THROUGH THE PROPERTY, WITH POLO GROUNDS ROAD TO THE SOUTH AND THE STREAM TO THE WEST BEING THE .„, 10
VIRTUE OF P07EN77AL ACCESS BY THE PUBLIC. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE THE ESC INSPECTOR AHEAD OF 77ME & WILL NEED TO BE MAINTAINED AND STORED FOR --" ��y 1t�
FIRST STEP IN CLEARING LOWER AREAS �� A n",TMDI�o a® SS ayG
LATER SPREADING STOCKPILE LOCATIONS SHALL BE ON SITE AND SHALL BE STABILIZED x REINFDRCEMEN ANNecrloN ZONAL E
302 CONSTRUCTION ENTRANCE., 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON ADJACENT AREAS, __ Marro sc.�.el ""�ECTI` I
A STABILIZED CONSTRUCTION ENTRANCE LOCATED AT POINTS OF VEHICULAR INGRESS AND EGRESS THE SITE AT ALL TIMES. WITH A TEMPORARY VEGETATIVE COVER. PERMANENT SEEDING WILL BE PERFORMED FOR THIS SITE IS SURROUNDED TO THE NOR774 BY OPEN SPACES WITH TREES AND LIGHT UNDERBRUSH. TO THE WEST OF THE PROPERTY IS A STREAM.
ON A CONSTRUCTION SITE TO REDUCE 774E AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON ALL AREAS WHICH WILL NO LONGER BE EXCAVATED AND WHERE CONSTRUCTION ACTIVITIES THE SOUTHERN PORTION OF THE SITE IS BORDERED BY POLO GROUNDS ROAD, AND THE RESIDEN77AL SUBDIVISION MONTGOMERY RIDGE IS LOCATED
ROADS BY MOTOR VEHICLES OR RUNOFF. CONSTRUCTION ENTRANCES SHALL BE INSTALLED AS THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE HAVE CEASED. PERMANENT SEEDING SHALL ALSO BE PERFORMED FOR ALL DENUDED TO THE EAST. SILT FENCE WITH WIRE BACKING, DIVERSIONS, TWO SEDIMENT BASINS, A SEDIMENT 7RAP, INLET CONTROLS AND VARIOUS 07HER ESC � I
SHOWN ON THE PLANS TO REDUCE THE AMOUNT SEDIMENT 7RANSPOR7ED ONTO PUBLIC ROADWAYS CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR AREAS WHICH WILL BE LEFT DORMANT FOR A YEAR OR MORE. SELECTION OF SEED MEASURES ARE PROPOSED TO LIMIT THE P07EN77AL FOR CONTAMINATION OF THESE ADJACENT PROPER77ES AND WATERWAYS. I
303 CONSTRUCTION ROAD STABILIZATION' REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. MIXTURE WILL DEPEND ON THE 77ME OF YEAR APPLIED. TEMPORARY SEEDING WILL BE OFFS17E LAND DISTURBANCE, FINISHED «�MRa "N"I
6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL OFFS17E LAND DISTURBANCE /S L/Ml7ED TO PUBLIC RIGHT-OF-WAY AND EASEMENTS.
THE TEMPORARY STABIUZAT70N OF ACCESS ROADS SUBDIVISION ROADS, PARKING AREAS AND PERFORMED FOR ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE THAN `"" ` I
MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN SEVEN DAYS THESE AREAS SHALL BE SEEDED WI7N FAST GERMINATING VEGETATION _
OTHER Sl7E VEHICLE TRANSPORTA770N ROUTES Wl7H STONE IMMEDIATELY AFTER GRADING TO SOILS.- „..,„,,„ ,�
REDUCE EROSION OF TEMPORARY ROADBEDS BY CONSTRUCTION TRAFFIC DURING WET WEATHER AND APPROVING AUTHORITY SEE SOIL DESCRIPTIONS ON THIS PAGE, AND THE PHASE l ESC PLAN FOR THE BOUNDARIES. " � �
TO REDUCE EROSION AND SUBSEQUENT REGRADING OF PERMANENT ROADBEDS BETWEEN THE TIME 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL IMMEDIATELY FOLLOWING GRADING OF 7HOSE AREAS. SELECTION OF SEED MIXTURE WILL m
CRI FICAL AREAS o N
OF INITIAL GRADING AND FINAL STABILIZATION USE WHEREVER STONE -BASE ROADS OR PARKING TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL DEPEND ON THE TIME OF YEAR APPLIED. THESE MEASURES, AND THE FOLLOWING ARE _F..� N � N
AREAS ARE CONSTRUCTED, WHETHER PERMANENT OR TEMPORARY, FOR USE BY CONSTRUCTION STABILIZATION IS ACHIEVED. EXISTING STEEP SLOPES, A STREAM AND A GREENWAY ARE LOCATED AROUND THE PERIMETER OF THIS SITE. THE STEEP SLOPES ARE A MIXTURE _ � 00 �
PROPOSED: a � a D°:.
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OF PRESERVED AND MANAGED STEEP SLOPES THESE AREAS ARE CONSIDERED TO BE CRITICAL AREAS THE CONTRACTOR SHALL GIVE EXTRA NV-, oo.„°.�..�.„ISEND nro.c
TRAFFIC. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING I!) p z
DEVICE. ATTENTION AND CAUTION IN AND AROUND THESE AREAS TO ENSURE SEDIMENT IS NOT DEPOS17ED ON THEM OUTSIDE THE SCOPE OF THE w -�°•IX°•°•,µ no„ z w O O
305 SILT FENCE & SUPER SILT FENCE 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER 3.01 SAFETY FENCE- TO DISCOURAGE ACCESS TO A PAR77CULAR AREA. PROPOSED PLAN. TREE PR07ECTION FENCING, SILT FENCING, DIVERSIONS AND SEDIMENT TRAPPING DEVICES SHALL ALSO BE INSTALLED AS A FIRST w w ¢ z z
A TEMPORARY SEDIMENT BARRIER CONSIS77NG OF A SYNTHE77C FILTER FABRIC STRETCHED ACROSS EACH RUNOFF -PRODUCING RAINFALL EVENT ANY NECESSARY REPAIRS OR CLEANUP TO 3.02 CONSTRUCTION ENTRANCE - TO REDUCE THE AMOUNT OF MUD TRANSPORTED ONTO STEP IN LAND DISTURBANCE TO ENSURE THESE CRITICAL AREAS ARE MAINTAINED. A"°nD�-D'a'°"a° � 0 w w
AND ATTACHED TO SUPPORTING POSTS AND ENTRENCHED, TO INTERCEPT AND DETAIN SMALL x la EXCAVATIONovBR86Wc f ,B VI m
MAINTAIN THE EFFEC77VENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF. SEQUENCE OF CONSTRUCTION: R'x ISc..I,a•-1'-0'I----""-W "" O I- m
AMOUNTS OF SEDIMENT FROM DISTURBED AREAS DURING CONS7RUCT7ON OPERATIONS IN ORDER TO V �
PREVENT SEDIMENT FROM LEAVING THE SITE, AND TO DECREASE 774E VELOCITY OF SHEET FLOWS 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 3.03 CONSTRUCTION ROAD STABILIZATION - TO REDUCE THE EROSION OF TEMPORARY 1. CONTRACTOR SHALL N077FY THE ALBEMARLE COUNTY COMMUNITY DEVELOPMENT ENGINEERING DEPARTMENT TO SCHEDULE A zz w w z
AND LOW -TO -MODERATE LEVEL CHANNEL FLOWS: THE SILT FENCE BARRIERS SHALL BE INSTALLED 11• ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE PRE-CONS7RUCTlON MEETING J w
INERT MATERIALS ONLY FREE OF R007S STUMPS WOOD RUBBISH AND OTHER DEBRIS.
ROADBEDS BY CONSTRUCTION TRAFFIC AND TO REDUCE THE EROSION AND SUBSEQUENT ¢ z
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FDOWNLOW SLOPE OF AREAS W1TH MINIMAL GRADES TO FILTER SEDIMENT LADEN RUNOFF FROM SHEET 2. PRIOR TO DISTURBANCES, THE LIMITS OF DISTURBANCE SHALL BE FLAGGED AND THE TREE PROTECTION FENCING SHALL BE INSTALLED.
FLOW AS INDICATED. THEY SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING REGRADING OF PERMANENT ROADBEDS BETWEEN THE TIME OF INITIAL GRADING AND FINAL U) O O o
ADDITIONALLY, THE PRESERVED SLOPES & GREENWAY SHALL BE FLAGGED OR MARKED BEFORE LAND DISTURBANCE CAN START. �/� V V O
MAINTAINED IN ACCORDANCE WITH THE VIRGINIA EROSION &SEDIMENT CONTROL HANDBOOK ORDINANCE SECTION 5.1.28. STABILIZATION CONSTRUCTION ROAD STABILIZATION WILL BE APPLIED 70 THE 3. NO EROSION CON7ROL MEASURES MAY BE REMOVED DURING THE CONSTRUCTION PROCESS WITHOUT THE APPROVAL FROM THE INSPECTOR ON V Do V
(VESCH). 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF 774E CONTRACTOR PARKING & STAGING AREAS AS NEEDED. THE PROJECT. z L � -1 z r r
CODE OF ALBEMARLE. 3.05 SILT FENCE- SILT FENCE IS PROPOSED, WHERE SHOWN ON THE PLANS. 4. INSTALLAT70N OF THE PROPOSED CONS7RUCTION ENTRANCE SHALL OCCUR NEXT. THE CON7RACTOR SHALL MODIFY THE EXISTING PAVED a to ¢ � z z
3.07 STORM DRAIN INLET PROTECTION: 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POKER EQUIPMENT SHALL BE ENTRANCE TO MEET 774E MINIMUM CONS7RUC7/ON ENTRANCE REQUIREMENTS SHOWiV ON THE 774E DETAIL ON THIS SHEET. 774E CONTRACTOR °" °""I a O z _1 g O 7) �
A SEDIMENT FILTER OR AN EXCAVATED IMPOUNDING AREA AROUND A STORM DRAIN DROP INLET OR 3.07 STORM DRAIN INLET PROTECTION- INLET PROTECTION IS PROPOSED ON INLETS, "_"� . �,� O w O
LIMITED TO THE HOURS OF 7:00 AM TO 9.00 PM. SHALL ALSO GRADE, WITH THE APPLICATION OF C0NS7RUC77ON ROAD STABILIZATION, IMMEDIATELY BEYOND THE CONSTRUCTION ENTRANCE TO `"`^�.� F m w V V
CURB INLET. TO PREVENT SEDIMENT FROM ENTERING STORM DRAINAGE SYSTEMS PRIOR TO 15. BORROW, FILL OR WASTE AC77VITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS WHERE SHOWN ON THE PLANS. �`_ „�_ - �.�� z J J J w
PERMANENT STABILIZATION OF 774E DISTURBED AREA. INLET PROTECTION APPLIES WHERE STORM _ MITIGATE THE SHARP INCLINE IMMEDIATELY BEHIND THE EXISTING ENTRANCE BEING MODIFIED. 774E CONTRACTOR SHALL ALSO PROVIDE / > ,-, ¢ J
DRAIN INLETS ARE ZA 7O MADE OPERATIONAL BEFORE PERMANENT PR07EC77ON
APPLIES
OF THE LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO 3.09 DIVERSION PERIMETER DIVERSIONS ARE PROPOSED WHERE SHOWN ON THE PLANS TO CONS7RUCTION ROAD STABILIZATION TO THE SURROUNDING AREA ENVISIONED FOR THE CON7RACTOR PARKING & STAGING AREA. CONTRACTOR � �
ADJACENT LAND AND IMPROVEMENTS AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, DIRECT RUNOFF INTO A SEDIMENT TRAPPING DEVICE. " a
CORRESPONDING DISTURBED DRAINAGE AREA. SHALL ENSURE 774E CONSTRUCTION ENTRANCE AND PARKING AREA ARE PROPERLY GRADED AND DRAIN 70 AN ADEQUATE E&S MEASURE 774E .M„,M°„�.•� o_ al g
SINKING, OR COLLAPSE. 3.11 RIGHT OF WAY DIVERSION- A RIGHT OF WAY DIVERSION IS PROPOSED AT THE .a N Co w w
CONTRACTOR SHALL INSTALL A SMALL NEARBY SEDIMENT TRAP FOR VEHICULAR FLASH WASH OFF, WITH A PAVED RIGHT-OF-WAY DIVERSION .-- 0 J DO
309 TEMPORARY DIVERSION DIKE 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOTE OR CONVERT TO """ - -"mac, I \ LU ¢ a m
CONSTRUCT/ON ENTRANCE. DISCHARGING INTO IT. CONS7RUC770N ENTRANCES ARE TO BE INSTALLED WHERE CONS7RUC770N VEHICLE ROUTES INTERSECT PAVED PUBLIC /
A TEMPORARY RIDGE OF COMPACTED SOIL CONSTRUCTED AT THE TOP OR BASE OF A SLOPING PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL "" ¢
DISTURBED AREA. TO DIVERT STORM RUNOFF FROM UPSLOPE DRAINAGE AREAS AWAY FROM MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR 3.13 SEDIMENT TRAP- A SEDIMENT TRAP IS PROPOSED WHERE SHOWN ON THE PLANS. ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY (VEHICULAR) TRACKING ONTO THE PAVED SURFACE. > w CI: II
WHERE SEDIMENT IS 7RANSPORTED ONTO A PUBLIC ROAD SURFACE, THE ROAD SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. x no°norTM p��°.„w W w a C_
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UNPROTECTED DISTURBED AREAS AND SLOPES TO A STABILIZED OUTLET TO DIVERT OTHER PORTION OF THE PROPERTY 3.14 SEDIMENT BASIN- 7W0 SEDIMENT BASINS ARE PROPOSED WHERE SHOWN ON THE TYPICAL BASE PREPARATON � 0 C_
SEDIMENT LADEN RUNOFF FROM A DISTURBED AREA TO A SEDIMENT-7RAPPING FACILITY SUCH AS SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPOR77NG TO A SEDIMENT CONTROL DISPOSAL AREA. u_X Mo*roecebel •-"""""-"`"""'"` w
17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE PLANS. ut w
A SEDIMENT 7RAP OR SEDIMENT BASIN. USE WHEREVER STORMWATER RUNOFF MUST BE STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER.
AT 75 LBS/ACRE, AND IN 774E MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX J. OUTLET PROTECTION -OUTLET PROTECTION IS PROPOSED AT THE OUTLET OF PIPES. w > In
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TEMPORARILY DIVERTED TO PROTECT DISTURBED AREAS AND SLOPES OR RETAIN SEDIMENT ON SITE 5. 774E INITIAL ESC CONS7RUC7/ON MEASURES, AS SHOWN ON THE PHASE l EROSION &SEDIMENT CONTROL PLAN, SHALL BE INSTALLED NEXT.
OF ANNUAL RYGRASS AND CEREAL WINTER C OR IN MARCH AND APRT TO CONSIST OF
DURING CONSTRUCTION. THESE STRUCTURES GENERALLY HAVE A LIFE EXPECTANCY OF 18 MONTHS 3.19 RIPRAP- RIPRAP IS PROPOSED AT 774E OUTLET OF PIPES 774E CONTRACTOR SHALL BEGIN BY INSTALLING THE PERIMETER SILT FENCE. PERIMETER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE PurEa rAawc � � w
OR LESS WHICH CAN BE PROLONGED WI7H PROPER MANTENANCE.. ANNUAL RYE T MAY THROUGH AUGUST TO CONSIST E T TO A MILLET. STRAW MULCH IS TO 3.32 PERMANENT SEEDING -PERMANENT SEEDING IS REQUIRED AND PROPOSED WITH THIS CONS7RUCTED AS A FIRST STEP WITH ANY LAND DISTURBANCE ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND ENTRENCHED 6- �
BE APPLIED AT BOLBS/100SF. ALTERNAT7lES ARE SUBJECT TO APPROVAL BY THE EROSION w�Acrao yDa � s tmtmy
311 TEMPORARY RIGHT-OF-WAY DIVERSION: CONTROL INSPECTOR. PLAN. DISTURBANCE TAKES PLACE. I
A RIDGE OF COMPACTED SOIL OR LOOSE ROCK OR GRAVEL CONSTRUCTED ACROSS DISTURBED I& PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. 3.38 TREE PRESERVATION AND PROTECTION- TREE PR07EC77ON IS PROPOSED WITH THIS 6. ONCE THE PERIMETER EROSION CONTROL MEASURES HAVE BEEN INSTALLED, AND THE COUNTY INSPECTOR HAS APPROVED THESE MEASURES, ='-li l
- I=1 � I11I-I�-1I -
RIGH7S-OF-WAY AND SIMILAR SLOPING AREAS. TO SHORTEN THE FLOW LENGTH W97HIN A SLOPING THE CONTRACTOR SHALL PROCEED TO LIGHT CLEARING OF THE SITE. 774E CONTRACTOR SHALL BEGIN BY CLEARING THE AREAS REQUIRED 70 II I1=111=1I IIIII Il II II II IT
AGR/CULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS11000SF, INCORPORATED INTO PLAN. SEE 774E ESC PLAN FOR THE REQUIRED LOCATIONS. le• tit.
RIGHT-OF-WAY, THEREBY REDUCING THE EROSION POTENTIAL BY DIVERTING STORM RUNOFF TO A ACCESS THE LOCA770NS OF SEDIMENT BASIN 'A; SEDIMENT BASIN B' AND THE AREAS DESIGNATED AND OR APPROVED BY THE INSPECTOR = _ _ ��_ - _��
THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST 3.39 DUST CONTROL -OUST CONTROL IS REQUIRED AND PROPOSED WITH THIS PLAN. / -II-III-III-II-III-u T TI II-III-III-Iu-III-I1
STABILIZED OUTLET. GENERALLY, EARTHEN DIVERSIONS ARE APPLICABLE EL STRUCTURES
THERE WILL BE FOR CUT REQUIRED FOR 774E BASINS' INSTALLATIONS INSTALLATION OF SEDIMENT BASIN A' &SEDIMENT BASIN B' SHALL IMMEDIATELY = II�1) Q-IIII= -
OF A )0-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS ACRE AND I_ III1ITI11 11Illi II II- -
Ll77LE OR NO CONSTRUCTION TRAFFIC WITHIN 774E RIGHT-OF-WAY. GRAVEL STRUCTURES ARE / FOLLOW 774E SELECTIVE CLEARING FOLLOWING THE INSTALLA770N OF THESE MEASURES, 174E CONTRACTOR SHALL INSTALL 774E DIVERSIONS THE 1= L-III=1 -I - 1= 1=11= -
A40RE APPLICABLE TO ROADS AND 07HER RIGHTS -OF -WAY WHICH ACCOMMODATE VEHICULAR CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYGRASS OR KENTUCKY IT 1=�1= -
TRAFFIC TRAFFIC. BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/)OOSF. ALTERNA77VES ARE SUBJECT TO MAINTENANCE, DIVERSIONS SHALL MAINTAIN POSITIVE DRAINAGE TO THE SEDIMENT TRAPPING DEVICES AT ALL TIMES 7HROUGHOUT CONS7RUCTION. ANY =I : - - e U1111I � � ,
REMAINING EROSION CONTROL I7EMS AS SHOWN ON 774E PHASE I EROSION CONTROL PLAN SHALL ALSO BE CONSTRUCTED AT THIS TIME. --- w N rN N N N
APPROVAL BY THE EROSION CONTROL INSPECTOR. IN GENERAL, DURING CONSTRUCTION THE RLD OR CONTRACTOR ON -SITE WILL CHECK ALL 7 ONCE ALL 774E PHASE I EROSION CONTROL ITEMS HAVE BEEN INSTALLED &ARE OPERATIONAL, DRAINAGE IS PROPERLY CONVEYED TO THESE � �. � o I\^ rN
313 TEMPORARY SEDIMENT TRAP: 19. MAINTENANCE.• ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY EROSION AND SEDIMENT CONTROL MEASURES DAILY AND AFTER EACH SIGNIFICANT DO ¢ [V M
A TEMPORARY PONDING AREA FORMED BY CONSTRUCTING AN EARTHEN EMBANKMENT WI774 A STONE MEASURES, AND THE ESC INSPECTOR HAS GRANTED APPROVAL, THE CONTRACTOR CAN BEGIN CLEARING THE REMAINDER OF 774E SITE. O TEMPORARY 18" DIVERSION BERM o � Lo � o N
OUTLET. TO DETAIN SEDIMENT -LADEN RUNOFF FROM SMALL DISTURBED AREAS LONG ENOUGH TO DAMAGE OR CLOGGING TO S7RUC7URAL MEASURES lS TO BE REPAIRED IMMEDIATELY. SILT TRAPS RAINFALL. MONITORING REPORTS WILL BE REQUIRED FROM THE RLD lF NEEDED. SPECIFIC TEMPORARY SEEDING, PERMANENT SEEDING AND DUST CONTROL SHALL BE IMPLEMENTED AS REQUIRED. `'
ARE TO BE CLEANED WHEN 5O% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL ATTENTION WILL BE GIVEN TO THE FOLLOWING ITEMS
ALLOW THE MAJORITY OF THE SEDIMENT TO SETTLE OUT. USE BELOW DISTURBED AREAS WHERE 8. AFTER CLEARING 774E PROPOSED AREAS, THE CONTRACTOR CAN PROCEED TO PHASE ll OF 774E EROSION &SEDIMENT CONTROL PLAN. UPON
SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD AL STAND HEIGHT
GRASS. a. SEDIMENT THE
BASINS AND OR TRAPS WILL BE CLEANED AND MAINTAINED /N ACCORDANCE INSPECTOR APPROVAL, 774E CON7RACTOR SHALL BEGIN ROUGH GRADING THE SI7E TO THE CONTOURS SHOWN ON THE PHASE // EROSION &
THE TOTAL CONTRIBUTING DRAINAGE AREA IS LESS THAN 3 ACRES, WHERE THE SEDIMENT TRAP SILT FENCE AND DIVERSION DYKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT WITH THE VIRGINIA EROSION &SEDIMENT CONTROL HANDBOOK.
WILL BE USED NO LONGER THAN 18 MONTHS, AND IT MAY IV COON DIKE.
EITHER MUST BE CLEANED AND REPAIRED IMMEDIATELY. &ALL GRAVEL OUTLETS WILL BE CHECKED REGULARLY FOR SEDIMENT BUILDUP THAT WILL SEDIMENT CONTROL PLAN. ANY RETAINING WALL CONSTRUCTION THAT OCCURS IN ESC PHASE ll WITH 774E GRADING OPERATIONS SHALL FILL 774E AREAS GENERAL SLOPE 31 OR LESS
INDEPENDENTLY OR IN CONJUNCTION W77H A TEMPORARY DIVERSION DIKE. SURROUNDING THE RETAINING WALLS IN A MANNER THAT ENSURES 774E FILL LOCA77ONS ARE LEVEL 1ER77CALLY AT 771E END OF EACH WORK DAY. SUCH A (' ) PER ACRE
20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE E BE REMOVED SUBJECT
30 PREVENT PROPER DRAINAGE IF THE GRAVEL IS CLOGGED BY SEDIMENT, THE GRAVEL PRAC77CE KILL LIMIT CHANNEL FLOW AND PROM07E SHEET FLOW. WORK ASSOCIATED WI774 ANY RETAINING WALLS NEAR A GREENWAY SHALL OCCUR ON 7HE TOTAL LBS
374 TEMPORARY SEDIMENT BASH: DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO WILL BE REMOVED AND CLEANED, OR IT WILL BE REPLACED. KENTUCKY 31 FESCUE 128 LBS.
A TEMPORARY BARRIER OR DAM K1774 A CONTROLLED STORMWATER RELEASE STRUCTURE FORMED APPROVAL BY 774E EROSION CONTROL INSPECTOR. c. ALL SILT FENCE BARRIERS WILL BE CHECKED REGULARLY FOR UNDERMINING OR TOP SIDE TO REDUCE P07EN77AL IMPACTS TO 774E DOKNSTREAM AREA. MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A RED TOP GRASS 2 LBS.
BY CONS7RUC77NG AN EMBANKMENT OF COMPACTED SOIL ACROSS A DRAINAGEWAY. TO DETAIL 21. THE E&S INSPECTOR HAS THE AUTHORITY TO ADD OR DELETE E&S CONTROLS AS NECESSARY IN DETERIORATION OF THE FABRIC AND REPAIRED AS REQUIRED. SEDIMENT SHALL BE FIRST STEP WITH ANY LAND DISTURBANCE ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. 2G LBS.
SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN "WET" AND 'DRY" STORAGE LONG ENOUGH THE FIELD AS SITE CONDIT70NS CHANGE. IN ADDITION, NO SEDIMENT BASIN OR TRAP CAN BE REMOVED WIZEN THE LEVEL OF SEDIMENT DEPOSITION REACHED HALF WAY TO THE TOP 9. THE CONTRACTOR SHALL INSTALL ANY REMAINING EROSION CONTROL ITEMS AS SHOWN ON THE PHASE ll EROSION CONTROL PLAN. TEMPORARY SEASONAL NURSE CROP
FOR THE MAJORITY OF THE SEDIMENT TO SETTLE OUT. APPLIES BELOW DISTURBED AREAS WHERE REMOVED WITHOUT WRITTEN AUTHORIZATION. OF THE BARRIER. SEEDING, PERMANENT SEEDING AND DUST CONTROL SHALL BE IMPLEMENTED AS REQUIRED. SEASONAL NURSE CROP 150 LBS
THE TOTAL CONTRIBUTING DRAINAGE AREA IS EQUAL TO OR GREATER THAN THREE ACRES. THERE d.ALL SEEDED AREAS WILL BE CHECKED REGULARLY TO SEE 7HAT A GOOD STAND /S 10. ONCE ALL 774E PHASE // EROSION CONTROL ITEMS HAVE BEEN INSTALLED & ARE OPERATIONAL, THE SITE /S ROUGH GRADED, DRAINAGE IS
MUST BE SUFFICIENT SPACE AND APPROPRIATE TOPOGRAPHY FOR THE CONSTRUCTION OF A SOIL DESCRIPTION: MAINTAINED. AREAS SHOULD BE FERTILIZED AND RESEEDED AS NEEDED. PROPERLY CONVEYED TO THESE MEASURES, AND THE ESC INSPECTOR HAS GRANTED APPROVAL, 774E CON7RACTOR CAN BEGIN PHASE Ill OF FEBRUARY 16 THROUGH APRIL ANNUAL RYE 0 7-
TEMPORARY IMPOUNDMENT. /N CASE OF EMERGENCY, THE PRIMARY CONTACT FOR THE PROJECT WILL BE THE RLD OR THE EROSION & SEDIMENT CON7ROL PLAN. MAY 1 THROUGH AUGUST 15 FOXTAIL MILLET M V)
SOILS ON -SITE ARE CURRENTLY AS FOLLOWS: CON7RACTOR ON -SITE. THE RLD's CONTACT INFORMATION CAN BE FOUND IN THE SWPPP, 12. 7HE CONTRACTOR CAN BEGIN INSTALLATION OF 774E UTILITIES, CURB AND GUTTER, AND PAVED ROADS. INLET PROTECTION SHALL ALSO BE AUGUST 16 THROUGH OCTOBER ANNUAL RYE
318 OUTLET PROTECTION: WHICH IS TO BE LOCATED ONS17E AT ALL 77MES DURING CONSTRUCTION. IN ADDITION, 774E INSTALLED AS 774E STORM SEWER IS CONSTRUCTED. INLET PR07ECTION SHALL BE INSPECTED AFTER EACH RAINFALL EVENT AND REPAIRS NOVEMBER THROUGH FEBRUARY 15 WINTER RYE I,'�'�
STRUCTURALLY LINED APRONS E OTHER ACCEPTABLE ENERGY VENT SCOUR
DEVICES PLACED AT 16-CODORFF SILT LOAM-2 TO 2U% SLOPES. SOIL IS SOMEWHAT POORLY DRAINED WITH A VERY HIGH OWNER MAY BE CONTACTED. UPON COMPLETION OF THE PROJECT, THE OWNER WILL BE SHALL BE MADE AS NEEDED. IF 774E STONE FILTER BECOMES CLOGGED WI774 SEDIMENT SO 774AT IT NO LONGER ADEQUATELY PERFORMS ITS Z0 THE OUTLETS OF PIPES OR PAVED CHANNEL SEC770NS. TO PREVENT SCOUR AT STORMWATER RUNOFF CLASSIFICATION. SURFACE LAYER IS TYPICALLY SILT LOAM AND ABOUT 0-8" THICK NOTES:
OUTLETS, TO PROTECT 774E OUTLET STRUCTURE, AND TO MINIMIZE 774E POTENTIAL FOR RESPONSIBLE FOR SI7F MAINTENANCE. FUNCTION, THE STONE MUST BE PULLED AWAY AND CLEANED AND/OR REPLACED. TO PROLONG 774E LIFE OF TEMPORARY SEDIMENT BASIN A', N
DOWNSTHE DEPTH TO THE WATER TABLE IS GENERALLY 9-78".
FLOWS. REAM EROSION BY REDUCING THE VELOCITY AND ENERGY OF CONCENTRATED STORMWATER THE FINAL CONSTRUCTION OF LOTS 123-127 & UNDERGROUND DETEN7ON SYSTEM A' SHALL BE DELAYED. TO FURTHER PROLONG THE LIFE 1. LIME AND FERTILIZER NEEDS SHALL BE DETERMINED BY SOIL
28D3THE D K CLAY LOAM-15AT TO 25L SLOPES. SOIL IS TYPICALLY WELL DRAINED WITH A HIGH
FLOWS. APPLICABLE TO THE OURE7S OF ALL PIPES AND ENGINEERED CHANNEL SECTIONS.ASIN TESTS AND APPLIED IN ACCORDANCE WITH VESCH STD. 3.32. t (C0 Q
RUNOFF CLASSIFICATION. WA SURFACE LAYER IS TYPICALLY CLAY LOAM AND ABOUT 0-8" THICK. EROSION CONTROL NOTES: UUNDERGROUND DEF SEDIMENT ITENTION SYSTEMS (AND GITS NEARBTHE LIFE Y MANHOLES) F SEDIMENT SHALL BE TEMPORARILNY MODIFIED ENT MTOEDIRECT UPLAND RUNOFWER OUTFALLING INTO FINTOTHE 2. SEEDINGS TO BE MULCHED IMMEDIATELY UPON COMPLETION � 319 RIPRAP: THE DEPTH TO THE WATER TABLE IS GENERALLY MORE THAN 80".
OF SEED APPLICATION IN ACCORDANCE W VESCH STD 3.35.
A PERMANENT, EROSION -RESISTANT GROUND COVER OF LARGE, LOOSE, ANGULAR STONE NTH 27B-ELIOAK LOAM-2 TO 79 SLOPES. SOIL IS TYPICALLY WELL DRAINED WITH A MEDIUM RUNOFF BASINS VIA THE TEMPORARY OUTFACES SHOWN ON THE ESC PHASE 111 SHEETS. SEE SHEETS 10 & 12's N07ES FOR ADDITIONAL GUIDANCE. /
FILTER FABRIC OR GRANULAR UNDERLINING. TO PR07ECT THE SOIL FROM THE EROSIVE FORCES OF CLASSIFICATION, SURFACE LAYER IS TYPICALLY LOAM AND ABOUT 0-8" THICK. THE DEPTH TO ES-1: UNLESS 07HERKISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND IT AFTER ALL OTHER PHASE N ESC MEASURES HAVE BEEN INSTALLED, THE CONTRACTOR SHALL COORDINATE THE TIMING OF THE FINAL STORM SEWER I % 06
CONCENTRATED RUNOFF, SLOW 774E VELOCITY OF CONCENTRATED RUNOFF WHILE ENHANCING THE THE WATER TABLE IS GENERALLY MORE THAN 80". SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MODIFICATIONS TO PERMANENT STRUCTURES, THE FINAL GRADING OF L07S 123-127 & THE INSTALLATION OF THE TWO UNDERGROUND PERMANENT SEEDING SCHEDULE
N < W
POTENTIAL FOR INFILTRATION, AND TO STABILIZE SLOPES WITH SEEPAGE PROBLEMS, AND/OR 27C-ELIOAK LOAM-7 TO 157 SLOPES. SOIL /S TYPICALLY WELL DRAINED WITH A MEDIUM RUNOFF MINIMUM STANDARDS AND SPECIFICATIONS OF 774E VIRGINIA EROSION AND SEDIMENT DETENTION SYSTEMS WITH THE ESC INSPECTOR. AT THIS 77ME SEDIMENT BASINS A' AND 'B' SHALL BE CONVERTED TO PERMANENT SMW PS
NON -COHESIVE SOILS USE WHEREVER SOIL AND WATER INTERFACE AND 7HE SOIL CONDITIONS, CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND ONO SCALE O _J >
WATER TURBULENCE AND VELOCITY, EXPECTED VEGETATIVE COVER, ETC., ARE SUCH THAT THE SOIL CLASSIFICATION. SURFACE LAYER IS TYPICALLY LOAM AND ABOUT 0-8" THICK. THE DEPTH TO SEDIMENT CONTROL REGULATIONS. FACILITIES AND THE RETAINING WALLS ADJACENT TO SWM FACILITIES A' SHALL BE INSTALLED. PRIOR TO CONVER77NG SEDIMENT BASINS A' 0')
MAY ERODE UNDER 774E DESIGN FLOW CONDITIONS THE WATER TABLE IS GENERALLY MORE THAN 80". ES-2: 7HE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE AND 'B' 774E CONTRACTOR SHALL ENSURE THE UPLAND WATERSHEDS ARE STABILIZED. THE CONTRACTOR SHALL ALSO OBTAIN APPROVALS (STD. & SPEC. 3.32 OF VIRGINIA EROSION & N 0 -
34B-GLENELG LOAM-2 TO 79 SLOPES. SOIL /S TYPICALLY WELL DRAINED WITH A MEDIUM RUNOFF PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND FROM THE INSPECTOR TO INSTALL 774E TWO UNDERGROUND DE7EN77ON SYSTEMS AND FINALIZE THE CONSTRUCTION OF 7HE PERMANENT STORMWATER SEDIMENT CONTROL HANDBOOK, 3RD ED.) W N
3.31 TEMPORARY SEEDING. CLASSIFICATION. SURFACE LAYER IS TYPICALLY LOAM AND ABOUT 0-8" THICK. THE DEPTH TO DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. MANAGEMENT FACILITIES AT 7HE 77ME OF THE BASINS' CONVERSIONS, 774E CONTRACTOR SHALL REMOVE SEDIMENT LADEN MATERIAL & BACKFILL 7HE AREAS 0- Q
774E ESTABLISHMENT OF A TEMPORARY WGETA77VE COVER ON DISTURBED AREAS BY SEEDING WITH THE WATER TABLE IS GENERALLY MORE THAN 80 ES-3: ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS WITH STRUCTURAL FILL TO 774E GRADES SHOWN ON THE STORMWATER MANAGEMENT SHEETS 774E CONTRACTOR SHALL PAY SPECIAL ATTEN77ON TO THE C
APPROPRIA IF RAPIDLY GROWING ANNUAL PLANTS TO REDUCE EROSION AND SEDIMENTA 77ON BY 34C-GLENELG LOAM-7 TO 159 SLOPES. SOIL IS TYPICALLY WELL DRAINED WITH A MEDIUM RUNOFF THE FIRST STEP IN CLEARING. SILT FENCE BENEATH 774ESE AREAS AT 774IS TIME AND ENSURE THE FENCING CONTINUES TO BE EFFECTIVE. THE CONVERSIONS OF SEDIMENT Q G ^�^//
STABILIZING DISTURBED AREAS THAT KILL NOT BE BROUGHT TO FINAL GRADE FOR A PERIOD OF CLASSIFICATION. SURFACE LAYER IS TYPICALLY LOAM AND ABOUT 0-8" THICK. THE DEPTH TO ES-4: A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE BASINS A' & B' SHALL ONLY OCCUR AFTER ESC INSPECTOR APPROVAL. W > L I_
MORE THAN 30 DAYS. TO REDUCE DAMAGE FROM SEDIMENT AND RUNOFF TO DOWNS7REAM OR THE WATER TABLE IS GENERALLY MORE THAN 80". MAINTAINED ON 774E SITE AT ALL TIMES. V /
OFF -SITE AREAS, AND TO PROVIDE PR07EC77ON TO BARE SOILS EXPOSED DURING CONS7RUCT70N 14. FOLLOWING THE CONVERSIONS OF 774E SEDIMENT BASINS TO PERMANENT SWM FACILITIES, AND THE INSTALLATION OF UNDERGROUND DETENTION TABLE 331-A -
UNTIL PERMANENT VEGETAT70N OR 07HER EROSION CONTROL MEASURES CAN BE ESTABLISHED. 34D-GLENELG LOAM-15 TO 259 SLOPES. SOIL IS TYPICALLY WELL DRAINED WITH A HIGH RUNOFF ES -&:PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS 07HER THAN INDICATED L.I
SYSTEMS A' AND B; 774E CONTRACTOR CAN REMOVE THE REMAINDER OF 774E EROSION & SEDIMENT CONTROL MEASURES. NO ITEM SHALL BE
CLASSIFICATION. SURFACE LAYER IS TYPICALLY LOAM AND ABOUT 0-6" THICK. THE DEPTH TO ON 774ESE PLANS (INCLUDING BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE J
REMOVED, THROUGHOUT ALL PHASES OF CONSTRUCTION, UNLESS THE UPSTREAM AREAS ARE STABILIZED AND THE INSPECTOR GIVES LIMING REQUIREMENTS Z
3.32 PERMANENT STABILIZATION., THE WATER TABLE IS GENERALLY MORE THAN 80" AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN J
PERMISSION. FOR TEMPORARY SITES 1� _
THE ESTABLISHMENT A PERENNIAL VEGETATIVE COVER ON DISTURBED AREAS BY O PERMANENTLY
SEED. 39D-HAZEL LOAM-15 TO 259 SLOPES. SOIL /S TYPICALLY EXCESSIVELY DRAINED WITH A MEDIUM TO 774E OWNER FOR REVIEW AND APPROVAL BY 774E PLAN APPROVING AUTHORITY. > '
TO REDUCE EROSION AND DECREASE SEDIMENT T IS FROM DISTURBED AREAS TO PERMANENTLY ES-6: THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION 15. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED Ur^)
RUNOFF CLASSIFICATION. SURFACE LAYER lS TYPICALLY LOAM AND ABOUT 0-10" THICK. THE ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT Recommended Application > rI vJ
STABILIZE DISTURBED AREAS 74 A MANNER THAT IS ECONOMICAL, ADAPTABLE TO SITE CODLIFE NS, CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS pP
AND ALLOWS SELECTION A THE MOST APPROPRIATE PLANT MATERIALS. TO IMPROVE WILDLIFE -DEPTH TO THE WATER TABLE IS GENERALLY MORE THAN 80". DETERMINED BY THE PLAN APPROVING AUTHORITY. BE AT FINAL GRADE BUT WILL REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN 30 DAYS. PERMANENT STABILIZA77ON SHALL BE APPLIED pH Test of AWcultural limestone L w W
HABITAT. TO ENHANCE NATURAL BEAUTY. UPON COMPL£770N OF CONSTRUCTION ACTIVITIES, ALL 39E HAZEL LOAM-25 TO 459 SLOPES. SOIL /S TYPICALLY EXCESSIVELY DRAINED WITH A MEDIUM ES-7.ALL DISTURBED AREAS ARE TO GRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. AREAS WILL RECEIVE A PERMANENT VEGETATIVE COVER. RUNOFF CLASSIFICATION. SURFACE LAYER IS TYPICALY LOAM AND ABOUT 0-10" THICK. THE ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL 16. THE CONTRACTOR SHALL MAINTAIN ALL EROSION CONTROL MEASURES AS SPECIFIED IN THE VIRGINIA EROSION AND SEDIMENT CONTROL �__
DEPTH TO THE WATER TABLE IS GENERALLY MORE THAN 80". below 4.2 3 tons per acre
3.38 TREE PRESERVA77ON AND PROTECTION. 95-HATBORO SILT LOAM-0 TO 2% SLOPES. SOIL /S TYPICALLY POORLY DRAINED WITH A VERY HIGH FINAL STABILIZATION IS ACHIEVED. HANDBOOK, REMOVING ONLY WHEN APPROVED BY THE LOCAL PROGRAM ADMINISTRATOR IN ACCORDANCE WITH THE VIRGINIA EROSION AND 0 n
PR07EC77ON OF DESIRABLE 7REES FROM MECHANICAL OR 07HER INJURY DURING LAND DISTURBING ES-8: DURING G DEVICE. OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED WATER SEDIMENT CONTROL HANDBOOK. 4.2 to 5.2 2 tom per acre _ /
RUNOFF CLASSIFICATION. SURFACE LAYER IS TYPICALLY SILT LOAM AND ABOUT 0-10" THICK. FILTERING DEVICE. 17. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR0 J -
BE CONSTRUCTION ACTIVITY. TO ENSURE THE SURVIVAL OF DESIRABLE TREES WHERE THEY WILL THE DEPTH TO THE WATER TABLE IS GENERALLY 0-30". ES-9: THE CON7RACTOR SHALL INSPECT ALL EROSION CON7ROL MEASURES PERIODICALLY AND AFTER 774E TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS 0774ERMSE AU774ORIZED BY THE LOCAL PROGRAM ADMINISTRATOR. 0� T�
BE EFFECTIVE FOR EROSION AND SEDIMENT CONTROL, WATERSHED PROTECTION LANDSCAPE 52 to 6 1 ton per acre L-I- J
BEAUTIFICATION DUST AND POLLUTION CONTROL, NO/SE REDUC770N, SHADE AND OTHER AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE D/SPOS/T/ON OF TEMPORARY MEASURES SHALL BE PERMANENTLY ' ^ O
ENVIRONMENTAL BENEFITS WHILE THE LAND /S BEING CONVERTED FROM FOREST TO URBAN -TYPE REFERENCE: WEB SOIL SURVEY ONLINE DATABASE, FOUND AT CLEANUP TO MAINTAIN THE EFFEC77VENESS OF THE EROSION CONTROL DEVICES SHALL STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. Q V ,
USES. APPLIES IN TREE -INHABITED AREAS SUBJECT TO LAND DISTURBING ACTIVITIES http://websoilsurvey.nres.usda.gov/appIWebSoilSurvey.aspx BE MADE IMMEDIATELY. Source: Va. DSWC z = �z Of
3.39 DUST CONTROL: 1992 3.05 1992 3.11 Paved construction entrance for erosion control plans 1992 3.38 C) �
REDUCING SURFACE AND AIR MOVEMENT OF DUST DURING LAND DISTURBING, DEMOLITION AND
CONSMUC77ON ACTIVITIES. TO PREVENT SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED I U Z
SOIL SURFACES AND REDUCE 7HE PRESENCE OF AIRBORNE SUBSTANCES WHICH MAY PRESENT CONSTRUCTION OF A SILT FENCE sro�L TD• MIN. FENCING AND ARMORING Y
HEALTH HAZARDS TRAFFIC SAFETY PROBLEMS OR HARM ANIMAL OR PLANT LIFE. DUST CONTROL O
MEASURES SHALL BE EMPLOYED TO PREVENT SURFACE AND AIR MOVEMENT OF DUST DURING (WITHOUT WIRE SUPPORT) TEMPORARY RIGHT-OF-WAY CONSTRUCTION
CONSTRUCTION. MEASURES EMPLOYED SHALL BE IN ACCORDANCE WITH THE VESCH. ACCESS 3" SM-2A ASPHALT TOP W M U
1. SET THE STAKES. 2. EXCAVATE A 47X 4" TRENCH DIVERSIONS COURSE EXISTING �__
LJJ
UPSLOPE ALONG THE LINE OF 27G �Tx /
SEDIMENT BASIN BAFFLE DETAIL STAKES. ry PAVEMENT `//fir
NO SCALE NOTE.- • "
BAFFLES SHALL EXTEND FROM THE 6'MI VDOT #1 `) J Z
SHEETS OF 4'x8 x}' EXTERIOR Borrow TO 6' ABOVE THE OVERFLOW. _ MtN' vJ
PLYWOOD OR EQUIVALENT �% COARSE AGGREGATE tg 6-MN. TIA AGGREGATE BASE I V1�1 W
III,
1. SET POSTS AND EXCAVATE A 4 X4" 2. STAPLE WIRE FENCING TO '- ppJ���
IT RISER CREST TRENCH UPSLOPE ALONG THE LINE THE POSTS. �� f O _ �� O LRon ORP NE I LJ
I I I I I 1 �ELEVA77ON OF POSTS. i-- -- `-- /� /'� -
I I I 4 I I I POSTS MIN SIZE J/I---���� j / I z w
4' SQUARE OR 5" - / �� / _ ,_ �' -70' MIN.
I 0 W 8, ROUND. SET AT / FLDIr - SUNt ASPHALT PAVED
III III 1, Ar CEOS l O `WASHRACK O
LEAST 3' INTO THE O CONS tYUUIOV SNOW FENCE I `^ U)
GROUND � / V J v J
/' 1
�_ _ I , ° 6, MINIMUM _ _ _ , / ~ � (6
I ) 3. STAPLE FILTER MATERIAL 4. BACKFILL AND COMPACT a EXISTING sasai w TABLE 331•B / �_ / I TO STAKES AND EXTEND THE EXCAVATED SOIL. ,l; i 41E PAVEMENT IIMI Ar Z
O O o IT INTO THE TRENCH. 2x 12 INN - rl
ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS / - / ; I III utgi�t r w I so I �
IIIII'' TYPICAL GRAVEL STRUCTURE rt +�"
O - - - 'QUICK REFERENCE FOR ALL REGIONS' / IIII - _ III- - �I� r^
Flow„III ;,III - j - O -MUST EXTEND FULL WIDTH TO SEDIMENT +"I �!
PCI ITNE DRAINAGE BOARD FENCE /� AXM Q v J
OF INGRESS AND EGRESS I CORD FENCE
Rate 4 _ - s : - � OPERATION 7 TRAPPING DEVICE O
J. ATTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE IIII II O ^^//
Planting Dates ,species THE WIRE FENCE AND EXTEND EXCAVATED SOIL. �% O 1 e� vu C FENCE O 0.
COMPACTED SOIL Pl.G7L7 N
lT INTO THE TRENCH. = Fcolr O CORRECT METHODS OF TREE FENCING0 W
Sept 1 -Feb. 15 Annual
Mix of - III "' - III -- - -- ` _ 12' Mm rl wE ORAINACE
Annual Ryegrass /
(Lolium multi-florum) `�,` �- SHEET FLOW INSTALLATION i- .. -- _�- TO 5E01MfNT I '/ V--z{ J
& 50 - 100 O g• MIN. _ - 1RAPPaNG DEVICE I1"q / 1'
(PERSPECTIVE VIEW) t 1U �
u � %'
Cereal (Winter) Rye �� O _ -_ O w H
(Secale cereale) - I �- 'v I _ p w
' O - ~. 111 A e,x. A FILTER CLOTW
/ �f III �/ -IIII Flan s ��� SECTION A -A lO6 NO.
Feb. 16 - Apr. 30 Annual Ryegrass 60 - 1p0 FLOW I - - - - - -
�� -III- ,
(Lolium multi-florum) -� -III-III- �� I 1 I - \ g, MtN[MUM A novas Mmi N•ala lap Of l sith tllll,l he u0alled with a Illulantull 1 ulrh l"Ilhoc 182150
IT
I IIII1 - - - -1 L- �����/ IIII �� 4ndof vaha xullphwtt a wash hu.c tcnh a 16au1tiel ul I ` 914,1j : Io1 31ACAI Ne r /7 - 0000
11 III "I" - LOILHIud piftstse. Wash wales intiA be L.uued ateaT hula The enhance to ul pop SCALE
May I - Aug 31 German Millet 50 EXTENSION OF FABRIC AND WIRE INTO THE TRENCH POINTS A SHOULD BE HIGHER THAN POINT B. approt'ed.4eltlu�aealotauot•eseduuetd .all, luuetd�hallbeptevadeLlholu r CORRECT TRUNK ARMORING
UPER SILT FEN TYPICAL EARTHEN STRUCTURE eutamtzstOnML6al„5.datthesO,wate,LOLM,e r N/A
(Setaria italics) DRAINAGEWAY INSTALLATION M0
ssF ,WITH WIRE -BACK 05-2 (FRONT ELEVATION) PAVED WASH RACK TRIANGULAR BOARD FENCE SHEET NO.
NO SCALE Source: Adapted from Installation of Straw and Fabric Filter
Source; Va DSWC wooanSource: Va. DSWC Plate 3.11-1 3
Barriers for Sediment Control. Sherd d W Plate 3.05-2 Source: Va. DSWC Plate 3.38-2 yant
NOTE: OUTLET PROTECTIONS SHALL BE INSTALLED
WHERE DIVERSIONS ENTER THE TEMPORARY SEDIMENT TH ��
�\ \ \ ♦ BASINS. ALL TEMPORARY OUTLET PROTECTIONS SHALL BE \ \ / / / / 5 / / / /
III 4'Wx10'Lx2'D & SHALL CONSIST OF VDOT CL. AI STONE. , _ (Kic
PROPOSED i8"DIVERSION. T5 i,MATCHLINE -SEE SHEET5 �yCONTRACTOR SHALL ENSURE ' � / OTT R. L]POSITIVE SLOPE IS MAINTAINED. \ ; � � r/ /. No. 035'BERM SHALL BE STABILIZED AS A �'FIRSTST PINDISTURBANCE. y �2�4�22TEMPO P ASEIVS ON,ED `�SIONAL EMI
U,SROTECT Oi E �i- I / �� \ DA .24 ac.� \ � SOIL TYPE /�
PHASE I V \ SOIL BOUNDARY, , 34C f /
DI DA 1O2. ,9 ac. A SOILTYPE \ \ DC �L� ✓ / �_ — ��� / -/ /.� / /. // /._ / /..�� /
V\ \ \ 39D I _ V A / DIVERSION, PHASE I
/ , DA=3.69 ac.
/ / / / I I I / _. / / / /♦ I I I �� \ I I \ �-- TEMPORARY UPPER �� / / / /S
PHASEDA=3.55 ac.
/ /. /.. / ...../ / /.. ....... ..-! I / Z w H
I / / / �, F / / / ♦ / I �� I I _ \ \ , SEDIMENT BASIN B / / / / // // /
I I I I I I�� // /l .. - ////�/I -I \ \ I II— �II' II I-I�"""111III II I I I I I I I II Tr♦ II 1 I I I �\ II II I II I I DA=14.00 ac. �litoU
op
zZ
/POSE u:/ ➢0 M zOTTu
/ SOIPE OC
STREAM L TYU)L LIMITS, TYP. 39D
CO Lu F
Lu
#*PROPOSED 18" DIVERSION. / / / /,.. / / �. . r / f/ / / Z
CONTRACTOR SHALL ENSURE ... .../.. ///j. ............ /I / / O 00 a w U C
POSITIVE SLOPE IS MAINTAINED.
WIRE I IN I I , \ ' BERM SHALL BE STABILIZED AS _ - - r� >
/ 1 PROPOSED 18" DIVERSION. / / l J J u
ROPO$ED SF WITH S \ CONTRACTOR SHALL ENSURE _ I /) / / A FIRST STEP IN -DISTURBANCE . --- - / - .. �j / / / / / Lu " �. Q <
BACKIN D POSITIVE SLOPE IS MAINTAINED.I _ j �/ \ / u w
BERM SHALL BE STABILIZED AS ( , \ // \ — - __- / / / / / / / ji ^ m a
J \• \ '^ I — I I 1 I \ A FIRST STEP IN DISTU BANCE. \ \ / I. Lu <Lu
<
/ /
�\ Lu
/ \ \ \ / i / / /
iPROP SED /
GR'EENW�AY, T�'P. I / _ / a
/ / /v I I ■ \ \ /�
/ � III iII ■\ \ � 1 � � �
ROJE TLIMI S, I V \ — / '� / / /
TYP.
/ / , / �• / / PRESERVED STEEP / /-/ /
SLOPES, TYP. P w N N N N
�, I W W W W W\ \\� \ I I I .I I I ' I \ \ \ \ —\� '__ / `' ♦ / //N-i W, m z N
\\I ' t
�00�Cp DRAINAGEDIVIDE,
\ I I ' ' ' ' ' . •. ' I I I II ' I . / \ \ PR
/ EDLIMITS OF
I / .W I I\ I � . / I ♦ \ \ � � DISTURBANCE, CE, 26.25 ac. TOTAL.
/ii��'�
W W W W � I I \ PROPOSED TEMPORARY 15" CMP [ PROPOS GREENWAY, TYP.
W W W W CULVERT TO BE USED DURING - - (�
I _ -mow ( B TRAFFIC /CROSSING I III _ . I' .�\ J.PHASE I FOR CONSTRUCTION / / I _ / / rJ / / / / / / / / C6
� / - � ,�V
/// N
I I II . PROPOSED SAFETY FENCE
//" OP / \ INSTALL SIGNS "WARNING SAF
QUICK SAND, KEEP OUT" \ / M
37 OP /
\ \ WWW I I I ■ / �� i i i / l
WETLANDS TO REMAIN P D BAFFLE S STREAM LIMITS, TYP. f
\\ ` UNDISTURBED, TYP. / / // /, / N
S / 1
— SFAS S F . PROPOSED SF WITH / / /// / � Z
ISF WIRE BACKING / / // N LL.LL
3o NATURAL BUFFER
TER.
PROPERTY'S PERIME > o
U U
DIVERSION ACROSS THE ST ONEwW / Lu 06
1 � NSTRllCTI'z .0 /GAD..... / .. /... ' ^ Lu
/ .. / /' / / / / / / / / O VJ
F OOOPI 10TYP. a I
11 / � I • �1 �i�/J//// l / // l 11 / � / � � '-' o
. /
PROPOSEb LIMITS of w '., - //
-� - - l / l / l / I I I / / I U oZS
DISTURBANCE, TYP. N \ -fi S PROPOSED CONTRAC OR
PARKING& TAGIN AREA
I � L CAfION OFi�Y DUMER/ ( i
IMLS I. PE D - PROPOSED 18" VERSION, - ,•,.�..,.,�... /
I / I PROPOSEDSF�I� S I CONTRACTOR SHALL ENSURE - / �„ / l l / I I / I / I I I I I I I I I -1�
Lu
WIRE BACKIN I \ BM - _POSITIVE SLOPE IS MAINTAINED / / / I I I I / I �a �.L-�. � co
BERM SHALL BE STABILIZED AS LI
EXISTING TREELINE. TREES &VEGETATION IN THE \ \ R P SED r A. FIRST STEP IN D STURBANC�E
VICINITY OF SEDIMENT BASIN 'B' SHALL BE CONSTRUCTION RS LOCATION OF PORTA POTTIES' f,
CLEARED. DURING THE EARLY STAGES OF ESe CCESS ` - I I / rnp -1� Un ,j Lu
PHASE I, CLEARING & GRADING ACTIVITIES SHALL V �� / LOCATION OF yELING ARE�ji.
/ BE LIMITED TO THOSE NECESSARY FOR THE C
I / INSTALLATION OF THE ESC PHASE I MEASURES. '�. � PROPOS D � THE FUELIN�TANK SHALL BEE - COMPLETEL URROUNDED Lu Lu
BY � . .. (����bbb
S \WAS OUTAR z' DEEP, z' WIDE EARTHEN BERM WITH A HEAVY MIL � I I \ \ \ \ \
POLYETHYLENE LINING, OR BE PLACED IN AN IMPERVIOUS
OPEN -TOP DUMPSTER. THE PROPOSED BERM OR DUMPSTER WXI
SHALL CONTAIN FUEL IN THE EVENT OF A SPILL. CONTRACTOR \ \ \ \ � Z
3q0' V /\ SOIL �PE V �� / BM SHALL ENSURE VOLUME CAPACITY IS io%LARGER THAN THE (�
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POSITIVE SLOPE IS D ♦ I / / . F / ♦ DRRAINAGE 00
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Lic. No. 035791,E
2/4/22 .,vrj
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_ \ (VARIABLE w, '10)AD _ s� \ \ SLOPES STEEPER THAN 3:1 SHALL BE PLANTED WITH A NATIVE SCALE
�___ g �'E— `s\ �5 ���_ _ \ \ \ \ \ \ \ SLOPE MIX WITH ANNUAL RYEGRASS BY ERNST j it
���� ` of EX Eo643
s CONSERVATION SEEDS AT A RATE OF 6o LBS. PER ACRE, OR 1
�� �® / \ \ \ \ \ \ \ \ cp \ \ LB. PER 2,000 sf, UNLESS OTHERWISE SPECIFIED. THESE AREAS o
L®G\� \ \ a o\� \\ ARE HATCHED ON THIS SHEET WITH A'BM' SYMBOL AND ALSO SHEET NO. n
_® xISTING48"CMPCUL RT \\ \ \� --.,REQUIRE BLANKET MATTING IN ACCORDANCE WITH THE VESCH N
STD. & SPEC. 3.36. SLOPES SHALL NOT EXCEED 2:1, AS SHOWN. 7 F
PROPOSED S WITH / �/ _� u
/ l I�E
IRE BACKIMATCHLINE -SEE SHEET coNT�APOL is DIVERSION.is 45
■ ■ ■■ SCOTT R. LLINS�
OR SHALL ENSUREMAINTAINED.BRPOSITIVE SL-PEE ISM SHBE D _S -/ ,FSF /.1 DRAINAGE2/4/22
STABILIZED AS A FIRST STEP IN ry u\DIVIDE, TYP. / �pLIMIM� � / -
APPROVED ioo YR ./. - / DISTURBANCE. / SF / / \ F\ / . / / / / �� / �SSIONAL E�Ol
l I FLOODPLAIN, P.
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PRESEREEP / r Q� -1� i / /
V ... SLOPES, TYP.
I / I \ , / / MANAGED/EEr
/ ,SLOPES, TYP. rJJ M
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PROPOSED STOCK 3LE 1 \ �2 �- Cti v / / / / / ' / �p O Q Z g f w
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l l / I l / l / l hco ♦ 1 \ \ O `��+\U��l < z z
PROPOSED I -/ j . %� �t \ 1 I I \ _ / / / / / / O �_ ¢ w 0 =p
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MITS THE DRAINAGE) f / /,.,j ,~ w Z. < Q Lu
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PROTECTION T -� �: / �: .ti o N
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OSED LIMITS OF
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PROPOSED SF WITH �^J;
,/ II WIRE BACKING 5 I \ ` I f / DC N /♦ / O / / / /. �. / / / I ® M
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5 FIR OPOSED SF I H `� I
lJ WETLANDS TO REMAIN 1 WIREBACKING (V
/ I UIN DISTURBED, TYP. _ / I I I / , - DRAINAG�� / / / / / / �, 1
- I / I % DIVIDE,TYP.� / / A � J
PROPO 18" DIVERSION. / / / 1 \ N 0-
C TRACTOR SHALL ENSURE
D POSI SLOPE IS MAINTAINED. / / Q
STABILIZED AS I / - / / / / > 0
STST NDISTURBANCE. '� / / ♦ / / /
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REAS TO DIVERSIONS TO / � ��/ _ �
W W
I I , AMA M OF S aC. - / - - / - -
W AI / / ✓ l r. j U
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PRO SEDBERM)LIMITSTHE INAGEAREAS / / ..,./ ✓ ... .. .... ..... ... / U) J w
DIVERSIONS TO AMA UM OF 5 ac. a / / , y�i - - /' - / / _ P-11 FI
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SITE's ROUGkF GRADIN / ♦ / �iSS / / / .. / W O Q
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\ �\ \ \ \ / �>c / �� - PROPOSEDLIMIl'SOF_ /,'�
I CII
P�OPOS� i8 I� RSION. - r 0 JV �.
CONTRACTOR SHALL ENSURE - ' \ T iv / i /. DISTURBANCE, 26.25 ac. TOTAL. �- - ��
POSITIVE SLOPE IS DIVERSION, PHAS II 1 \ \ '` / / / -/ / /.. Jam/ _ _ i J w
MAINTAINED. BERM SHALL BE - DA=2.05 ac. n/
STABILIZED AS A FIRST STEP INLI-
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\ I !I \ \'� 1 / / / /.� 3o NATURAL BUFFER ALONG / / / / / N
PROPERTY s PERIMETER �, / / /
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/ 30 15 30 60 00
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I � JOB NO.
IN�FE7
I 1pch — o t. \ \ 182150
SLOPES STEEPER THAN 3:2 SHALL BE PLANTED WITH A NATIVE SCALE
/ ✓ SLOPE MIX WITH ANNUAL RYEGRASS BY ERNST 1 nCONSERVATION SEEDS AT A RATE OF 6o LBS. PER ACRE, OR 1 1 = 3O
� � � f l 1 / / / / LB. PER T,000 sf, UNLESS OTHERWISE SPECIFIED. THESE AREAS
INTERMEDIATE RIDGE OINCIDIN6WITH / ARE HATCHED ON THIS SHEET WITH A'BM' SYMBOL AND ALSO SHEET N0.
SIGN l� WSW IW �� \ TS'� '� i \ PROPOSED BERM) LIMITS THE DRAINAGE AREAS MA C H L I E - S E S H E ET 7� .' / �yy/ / / '�_ '. J I I / l I I l / / REQUIRE BLANKET MATTING IN ACCORDANCE WITH THE VESCH
TO DIVERSIONS TO A MAXIMUM OF 5 ac.
NSURE I \ \ �✓ \ -. / / STD. & SPEC. 3.36. SLOPES SHALL NOT EXCEED 2:1, AS SHOWN.
W HERE DIVERSIONS ENTER THE TEMPORARY SEDIMENT // / / IC C L
w r ASINS. ALL TEMPORARY OUTLET PROTECTIONS SHALL BE �/ r \ �� / / / / / / ' / / /�� / 30
/G HI
3°A ElWxlQ'Lx2'D & SHAI I CONSIST OF \lDQT CI AT qTONF
/
WJ . IN FEET
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PROPOSED SE EASE EST & ' i
U = /z / / -' , / i.. �/.. / /.. � ---OPEN SPACEEASEMENT� � SSF / � / 1 �h = 30 ft.
w/ / PROPOSE SWM FOREST&OPEN / / -/. / / / r / / / / -/ / / / "i �,-.PR6POSEDTREE Tp �,30 /
/ / / .. —! ' PROTECTION
Q / SPA EASEMENT AREA TO/
s LU I REM IN UNDISTURBED, TYP.
/ PROJECT LIMIT
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PROPOSED 18" DIVERSION. /../�" .. / \ / �. _-,. ..,., SF
CONTRACTOR SHALL ENSURE � -� Z-
POSITIVE SLOPE IS MAINTAINED. y /
-./ / - /.-. f� / 'PRESERVEDSTEEP /
/AFIRST�TEPBNDSTURBANCE. / _� � �J� r�/ y SLO ES, TYP. �
- / PRO,9,�V,^,ED / �,.-�......- / -. � / J / PROPOSEDSFWITH S. //... SSF/
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Lic. No. 035791,E
2/4/22
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(COINCIDING WITH LORIDGE f A� / TO DIVERSIONS TO A MAXIMUM OF 5 ac. " / vim,
/ T) &Y 1
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LIMITS THE DRAINAGE
\ I r / REAS TO IVERSIONS TO % / / /
A MAXIMIM OF 5 ac. III��J ___ /,... T P•POSED TREE M
1412 I / 1 \ { / M / / /01 / / / 1 % PROTECTION N
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QUICK SAND, KEEP OUT" B'A' I
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D15iUK LIM SOFA A '',� / I I I / I / �. �_ V /
DISTURBANCE, TYP. � � � I I
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r / / \ \ \ w' I I 1 \ I / / I I / / / . / DISTURBANCE,
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WIRE B�ING \yS \ N I 1 1 1 \ \ \ ' 26.25 ac. TOTAL. ul
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PROPOS TREE ��7 �.... w Q
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PROPOSED 18"1�ION. N
CONTRACTOR SHALL ENSURE W .. ... \ I �1 INTERMEDIATE RIDGE
POSITIVE SLOPE IS MAINTAINED.\� � � \ \ � \ \ �
BERM SHALL BE STABILIZED AS
FIRST STEP IN DISTURBANCE. -..\ \ \ \ \ \�� I �' CLiMIiS THE DR,4 NAGT)
AREAS 40 DIVERSIONS% \
/ / / / // / // /I /.- / \- \ ) ♦.. <.. k�o \ \ \ \ I I I MAXIMUM OF Sac.
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3: D WITH A NATIVE _ dss y0 5 T F-
SLOPE MIX W TH ANNUAL RY GRASS BY RN
/ CONSERVATION SEEDS AT A RATE OF 6o LBS. PER ACRE, OR 1
// LB. PER i,000 sf, UNLESS OTHERWISE SPECIFIED. THESE AREAS \ — i /�� { { I : / / / JOB No.
/ r ARE HATCHED ON THIS SHEET WITH A'BM' SYMBOL AND ALSO —
REQUIRE BLANKET MATTING IN ACCORDANCE WITH THE VESCH 182150
—= �� = / / / / \
STD. & SPEC. 3.36. SLOPES SHALL NOT EXCEED 2:1, AS SHOWN. / �_/ / . / 1♦ / / " 1 ( SCALE
// / / / / / / / / / / = �_— /. / i N ♦♦ �� ♦ SED�IENT BASIN B 1 =30
-
/ I / � / / / / / � / � � � ♦� � � I ♦ DA=13.96 ac. � / / 1 \ � SHEET NO.
-
MATCHLINE SEE SHEE /
♦ / 9
HERE DIVERSIONS ENTER THE TEMPORARY SEDIMENT
ASINS. ALL TEMPORARY OUTLET PROTECTIONS SHALL
W y i
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PkOPOSED1B DI ERSIONII � IW W I I \�\ W° 1 T5 v \ 5 \ fl S _ ��5/ SIC R. LLINSZ
I� O - CONTRACTOR SHALL ENSURE Lic. No. 035791�
POSITIVE SLOPE IS MAINTAINED. \ \ — 3
/ BERM
FI FIRST STEP IN DISTURBANCE. A \ STR. zg • \ \\ \ J_ / �y 2�4�22
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CONTRACTORS ALL S AT M ORARYI F,�Os
PROPOSED TREE W I 6o" MH AT THE OUTLET OF STR. zg IP \ •, y a `�'9g ° ONAL
y R I (INV.INTO TEMP.MH=379-25
PROTECTp INV. OUT OF TEMP. M H=379.15)
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W � a� I / PR OSED izS.00 OF TEM ORARV zr,'CP. / \\\ _ 3 - f .. / /. /../ / �. / /. j / j / N N\-
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40000
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\ I / W .WWWWWWWWW
PROPOSED LIMITS OF
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INSTALL �
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PROPOSED ASPHALT
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\ \ W W W WETLANDSTO REMAIN I I 37 ''
■ PROPOSED BAFFLES - STREAM LIMITS, TYP.,
\\ ` UNDISTURBED, TY=55F O z
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SF F / / I ♦ w / S PROPOSED KI WITH / f N
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PROPOSED LIMITS F I - \ � —__ w
DISTURBANCE, TYP. LLI IP PROPOSED CONTRAC OR W / W / f r ,
/ � � / � � � \ V I � ■ \ � �. �;� ARKING�TAGIN�iAREA� � \ / I �IJ � Z
■ L CATION OF iS CY DUMPSTER
PROPOSEDSF�I� S I �� �i - j / �. / l l / / I I 1
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CONSICUSS ION.0 / .'. OCAATIONOFPORTA-POTTIES'
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LOCATION OFFUELING AREA/ �/ / _t \
\ N ROPOSE CONC. THE FUELING`TANK SHALL BE COMPLETE L URROul
UNDED B�YA \Lu / \': WASH UTAR A _ - z' DEEP, Y WIDE EARTHEN BERM WITH A HEAVY MIL �g� I / / `w ' \ \ \ \ \ L u
^� 344 34 —M ` /,/\ I S \ \ - / POLYETHYLENE LINING, OR BE PLACED IN AN IMPERVIOUS W W Wes" . W I ` I I I / r l "(�lWv ^` \ \ \ \ \ \ \ \ \ \ �
/ A? _ o WI E PD LANTED/ R FOR STED s \ OPEN -TOP DUMPSTER. THE PROPOSED BERM OR DUMPSTER\`� \ \ LL O
3 dg $ SHALL CONTAIN FUEL IN THE EVENT OFA SPILL CONTRACTOR \I /
/ I BUFFER A ONG POLO ROUNDS R �\\ \ 1(\ )1' \ \ �.' - SHALL ENSURE VOLUME CAPACITY IS zo%LARGER THAN THE
\ ,.`. / �J \y IMUM VOLUME OF ST ED FUEL.
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SEDIMENTTRAPPING DEVICE TO TREAT FLASH
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GRO /
VARIABLE ROAD '� I TiL s s \
ABLE bylpTH °� � \ , s �o! � \_ SLOPES STEEPER THAN 3a SHALL BE PLANTED WITH A NATIVE SCALE
5z344� TAiRBRtIL g �e' 3 ��� \ \ \ \ \ \ \ \ w SLOPE MIX WITH ANNUAL RYEGRASS BY ERNST 1 it
CONSERVATION SEEDS AT A RATE OF 6o LBS. PER ACRE OR i
/(1 4 643®� j(y���� \ \ \ \ \ \ \ ��cp \ \ LB. PER i,000 sf, UNLESS OTHERWISE SPECIFIED. THESE AREAS
®�p®�\ ARE HATCHED ON THIS SHEET WITH A'BM' SYMBOL AND ALSO — SHEET NO.
oG \\ REQUIRE BLANKET MATTING IN ACCORDANCE WITH THE VESCH t o
� �� \ \ �� \ STD. &SPEC. 3.36. SLOPES SHALL NOT EXCEED 2:1, AS SHOWN.
PROPOSED ZWITH—,"'
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CONTRACTOR
HLLENSURSS D
MAINTAINED. BERM SHALL
IMI/�IFFEM44
STABILIZED ASA FIRST STEP IN
APPROVED iooYR DISTURBANCE
FLOODPLAIN,TY.
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' I R CISEDLIMITSOF EDIMEPVI BASI �B� M
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1 I PLO OS� 18"DIVERSION.
i— / / PROPOSED LIMITS OF - / -
CONTRACTOR SHALL ENSURE ` 1 : \ � � d� c \ . • � - �° � .DISTURBANCE, 6 z5 ac. TOTAL. JJJ___ ' � .. ..
T ! TA>
POSITIVE SLOPE IS _�y/
MAINTAINED. BERM SHALL BE � N \� - � w
STABILIZED ASAFIRST STEP IN
' \ -_ .• 1 \ \ `- .ia \ \�
DISTURBANCE.\ I
41mmj Q
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o NATURAL BUFFER ALONG
'�PROPERTYSPERIMETER /
II r
V \ s PoSCALELu
/
10
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JOB NO.
1_ E> \ \ 182150
1 1 ipch �30 t.
1 �; 5 / A / 55 SLOPES STEEPER THAN 3:1 SHALL BE PLANTED WITH A NATIVE
1 AI\ SCALE
� \ \ V - 1 =30
\� / SLOPE MIX WITH ANNUAL RYEGRASS BY ERNST n
CONSERVATION SEEDS AT A RATE OF 6o LBS PER ACRE OR i
LB. PER i,000 sf, UNLESS OTHERWISE SPECIFIED. THESE AREAS
ARE HATCHED ON THIS SHEET WITH A'BM' SYMBOL AND ALSO SHEET N0.
II I I \� �� e MAC LINE REQUIRE BLANKET MATTING IN ACCORDANCE WITH THE VESCH 11
$ION. TS �� STD. & SPEC. 3.36. SLOPES SHALL NOT EXCEED z:i, AS SHOWN.
NSURE I
----
ESC PHASE III NOTE:
- - - 5 N TE: UTLET PR TE TI N HALL BE INSTALL __ _ RA�HIC S ALE
/ WHERE DIVERSIONS ENTER TH E TEMPORARY SEDIMENT THE CONSTRUCTION NLOTS
YSTE7& / !�/ / j. / / / _ / / / H
' BASINS. ALL TEMPORARY OUTLET PROTECTIONS SHALL BE 'vNDERGROUND DETENTION SYSTEM'A' SHALL i ✓ / / / / / / — / / \ / o / o ,5 0 / eoT �F�
r 1 / 'WX BE DELAYED AS LONG AS POSSIBLE TO PROLONG
THE LIFE OF TEMPORARILY SEDIMENT BASIN'A'. / % /. / /
w/ c/ / \ �, / �� I /�.,�_/ �... j \� / /.... PROPOSED SWM_FOREST& ...� �
�� � � �55F ( IN k'EET) �SCOTT R. LINS'_Z
i
w s / /J - _ /, / / / / / - /- - --OPEN SPAC1= EASEMENT ! / _SSF . �, \ / 1 in = 30 Ft\ / O Lic. No. 035791 ,a
i
°
woo/ V PRO PASS EASEMENT AREA TO/ /.PROPOSED TREE55F_/SSF. 43 2�4�22
_ / 3 /
/
/ PROTECTION / 4i4 /A�O��4' cs
LIJ I \ REM NDISTURBED,,�1'P.LIJ %... •1 \ .. /.._ �../ ..._./ _ j /�_./ j..i /. /� /ii ' /_.. ✓... //SW �SF / / �SSIONAL EEO`
V PROJECTLIMITS� PROP �� -5�f7, / _/ /. /. �i .// / .. _ _ SCI�-F � /\
1 CID
TY%. \ / J_� SF r, o NN /
/ .. -PROPOSED 18" DIVERSION. �. .. / . ✓ ., i_ .. i� 42 / T , / / w
00,
/CONTRACTOR SHALL ENSURE -
POSITIVE SLOPE IS MAINTAINED.
BERM SHALL BE STABILIZED AS - /� - Z PRESERVED STEEP
A FIRST STEP IN DISTURBANCE. / /J q - SLOPES, TYP. �-` �_ / ti
1 PROPOSED... i �� ../ �,.-:� / � PROP SF WITH �. 5F i 44 \ 'D : N '
.. - .. y �� JJJ""" 6 .. WIRE BACKING S`rT N � a
GREENWAY \ / DIVERSION, PHASEIII n/ / .. —SSF 412 ... ^ m
L)A_ (D /. ./ /' SF - ---_ - - - ZO o
_ _ S - y�
F
S \ /
J — SSF— .y /-. /.� i / ,v--" ♦ Z V Z H
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126* �I/ j ��♦414, _6/ s w/W P T / > w
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52
RAT RS ALL N T S RM SEWER AN• OLF�, / / s w - 1 •.. 4 / -°
I INLET BASES WITH SEGMENTAL RINGS. STRUCTURE RIM TOP
W ■ �' I ELEVATIONS SHALL BE FIELD FITTED DURING "CONSTRUCTION
W 't W N I✓ TO MATCH THE INTERIM FILL GRADES, UNTIL THE FINAL / +'. e %' -- • W o / 9- / / / /
r �
GRADES ARE ACHIEVED, TYP. THIS PROCESS WILL PROLONG
THE LIFE OF SEDIMENT BASINA& WILLALLOW FOR THE/ IP / ND STORM SEWER RUNOFF TO DISCHARGE INTO THE
u I UPLAND
A IN DURI G QN TRUCTI NFORT
I1 � � �� I II � LOT I � W W W W W W �"' IP , - ,: — / ♦ / C � � � � o
W I II 1
o
C
/
I / o
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I V ,' LOT � •, � � — ti
I I \ Lu -
124t* \ I I TP M
cyi
\ _ _
P PROTECTION E
PR o
04
0
��3k 41O y _ _ / \ L / F .s
WETLAND T REMA / `+ S _ .
UNDISTUR!B�EyD�, TYP. � / /. / BAFFI, \ Y / � / .^ • (V < z n
`YRVPOSEDIAFE FENCE, • / / I, h I I I / I / / / / 3 3 0 J
' Id I I BA / I o
/INSTALL SIGNS' WARNING A I / / / I / �/ / I.. N Q
QUICKSAND, KEEP OUT" y / ' _ -�' � � o / ' I � � _ � N — � • N � a-
\ v 1 S DTM N ASIN Q J 3
\ d �PRbP05 LIM750E- — DA=8.30 dC. vi O
DISTURBANCE, TYP. ` �/ %I — — V o
4
MANAGED STEE� /W / / S / I / I I / 3 I 1p
• z
� J s
0
! A,SLOPES, TYP. \ / s ko / h F I ■ ■ ■ J ^ O
PROPOSED 30'WIDEV OT CL. AT\
RIPRAP LINED EMERGENCY 1 \ `�
SPILLW WWI SIDE SLOPES&y \\ \ o // �" ° �� / \ \ ✓/I — II
FILTER FABRIC UNDERLAYMENT. '� \ \ a �' L P (o
SPILLWAY CREST ELEV.=3 i;67'. .PRO SEDT M O A
\TO OUTFALL THE UPLAND STORM
w%�-SEDIMENT BASINA
I J �CJJ N h \ r UNTILTHE BASIN IS CONVERTED &
THE UNDERGROUND DETENTION I A S I \
F Cl I IS IN TAIL Er)
STREAM
LIMITS, TYP. / / I
/y
y
I
r /PR_0POSED SF
WIRE BACKING
V // 377E \ ysS �� v �� F �' / �0IN
- --
PROPOSE TREE W \ <
PROTECTION - W� \ iw0
ERSION,PHAS III \ i, <�.• / \ 1 \ 1 / �_ ( 3
D AIIN G 3
/ •
DIVIDE, TYP.
I :-:/ �:-/:./�\
// SLOPES STEEPER THAN 3:1 SHALL BE PLANTED WITH A NATIVE
f SLOPE MIX WITH ANNUAL RYEGRASS BY ERNST
CONSERi TIION SEEDS ATA S OTHERWISE OF
6o LB SPECIFIED. THESE AREAS / � — � / / 3 SE IME
DA-
/ ARE HATCHED ON THIS SHEET WITH A'BM' SYMBOL AND ALSO d
REQUIRE BLANKET MATTING IN ACCORDANCE WITH THE VESCH /
If STD. & SPEC. 3.36. SLOPES SHALL NOT EXCEED 2:1, AS SHOWN.
F MATCHLINE SEE SHEET 11
3II
r^
0 in vJ `o
® � 06
ur 0 Lu
t,0 L v
. X J I T Q°
IOf s Q LLI
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/ V /
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0
3
pp o
LLI
PROPOSED 1
LIMITS OF 1
W / DISTURBANCE, J
/ 26.25 ac. TOTAL. ul
J If
/ / z
LLI LLI w
LLI z
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I
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WIRE BACKING s
/ W �
/A U y
/ 3 T b
C
Q I W
P Of 0
JOB NO.
3C.
/ 1 182150 0
U
11 1 SCALE °
\ \/
1„=30'
C
O
SHEET NO. n
12
N �
v
SEDIMENT BASIN 'A' DETAIL, SCALE 1"=30'
•� W
PROPOSED 030" OUTFALL SYSTEM. SEE W
SHEET 16 FOR DESIGN INFORMATION -
PERTAINING TO STRUCTURES A4, A6, A7,
A9, A10 & Au. STRUCTURES A4, A6, A7,
AS, Aio & Au SHALL BE UTILIZED DURING \
THE ESC PHASES. 1
R f-
1
LIMITS OF FEMA
APPROVED2oo YR
FLOODPLAIN, TYP.
_n
PROPOSED RIPRAP LINED OUTLET
PROTECTION. SEE SHEETI6B FOR '
1992 3.14 ANTI -SEEP COLLAR REQUIREMENTS:
i. THE SEDIMENT BASIN W OUTFALL PIPE BELOW THE RISER REQUIRES THREE 4.31 x 4.3'W COLLARS.
e 2. THE SEDIMENT BASIN'B'OUTFALL PIPE BELOW THE RISER REQUIRES TWO 5.31x5.3'W COLLARS.
3. THE MAXIMUM SPACING OF THE COLLARS SHALL BE 14 TIMES THE PROJECTION OF THE COLLARS ABOVE
ANTI -SEEP COLLAR
THE BARREL.
4. COLLARS SHALL NOT BE LOCATED CLOSER THAN 2' TO A PIPE JOINT.
5. COLLARS SHALL BE SUFFICIENTLY FAR APARTTO ALLOW SPACE FOR HAULING AND COMPACTING
EQUIPMENT.
6. 95%COMPACTION SHALL BE ACHIEVED IN THE AREAS SURROUNDING THE COLLARS.
7 CONNECTIONS BETWEEN THE COLLARDS AND THE BARREL SHALL BE WATERTIGHT
Sediment Basin Design A
MIN. 1' WI SPILLWAY CREST OF EMERGEM
2'WITHOUT SPILLWAY
drainage area (acres) 8.59 DESIGN HIGH WATER
basin volumes: (using 2' contour intervals) '(25-YR. STORM E".)
elevation (ft) contour area (so volume(cy) O.V
MIN1.0'
7f RISER CREST
364.00 2992.0 0 om sroRAGE OEWATEPoNG
366.00 4129.0 263 of GE
368.00 5447.0 616 WE�E
DESIGN INFORMATION. / W N \ ` 370.00 6962.0 1075 `'
W ri SEDIMENT * CLFAI10E POINT
(1] v- Source: Va. DSWC Plate 3.14-4 372.00 8693.0 1653 (• WET • STAGE REWCED
�� STR. AST ti To }• C.Y./ILRE)
' * rn / 373.00 10090.0 2001
W I
U w A wet storage:
f / / / / / wet storage required (cy) (67*DA) 576 design high water 371.67
2: dewatering orifice elevation (ft) 367.77 top of dam (ft) 373.00
F wet storage provided at this elevation (cy) 576 top width of dam (ft) 10.0
` ^ W1* W N \ \ I I / // / available volume before cleanout (cy) (34*DA) 292 bottom of basin (ft) 364.0
/ / / cleanout elevation (ft) 366.14 approx. bottom dimensions: 50'x114'
distance from cleanout to orifice (ft) (> 1) 1.6 upstream face slope: 2:1
v downstream face slope: 3:1
d storage:
W
S� * * * �^ ) dry storage required (cy) (67*DA) 576 baffles: YES
�I principle spillway crest (ft) 370.67 length of flow, L (ft) 78
dry storage provided at this elevation (cy) 693 effective width, We (ft) 96
diameter of dewatering orifice (in) 6.0 L / We (baffles required if < 2) 0.8
• •� �I diameter of flexible tubing (in) (orifice+2^) 8.0 collars: YES
runoff. depth of water at spillway crest (ft) 6.67
C (use 0.45 for bare earth) 0.45 slope of upstream face (Z1) 2
XIS NG TREELINE. TREES '& VEGETATION IN THE VICINITY OF SEDIMENT tc (min) 8 slope of barrel (Sb) 7.72%
BASIN 'A' SHALL BE CLEARED. DURING THE EARLY STAGES OF ESC PHASE
STR. A6 // 1 I, CLEARING & GRADING ACTIVITIES SHALL BE LIMITED TO THOSE 12yr 4.5 Q 2yr 17.4 length of barrel in saturated zone (Ls) 40.14
\�✓J NECESSARY FOR THE INSTALLATION OF THE ESC PHASE I MEASURES. 125yr 6.5 Q 25yr 27.6 number collars required 3
dimension of collars 4.3k4.3'
TO PREVENT FI,OTATJ ON THE RISER
`n I BASE SHALL BE FIRMLY EMBEDDED 6" principle splllWay:
` 1 \ INTO AN18"THICK R REINFORCED available head (ft) 1.00 emergency spillway: YES
1 % CONCRETE FO NDATION THAT IS
E
\\ / \ } diameter riser (in) 60 required capacity (Q25 Qp) (cfs) 0.0
2 'x2o' AND BURIED BELOW GROUND'. spillway capacity,Q cfs 48.0 bottom width ft 30
� P Y P (cfs) ( )
diameter trash rack (in) 90 slope of exist channel (ft/ft) 33%
CONTRACTOR SHALL INSTALL THE SWM FACILITY 06o"
barrel length (ft) 60.4 minimun length of exit channel (ft) 25
RISER & CONCRETE FOUNDATION (STR. A8, RIM=370.67') 1 ,��, I 1, head on barrel through embankment (ft) 11.8 crest of spillway (ft) 371.67
AND SHALL UTILIZE THIS DURING CONSTRUCTION. 1 I \ I diameter of barrel (in) 30
I I CONTRACTOR SHALL ALSO INSTALL THE LARGER/UPPER 1 1 I \ '\ I NOTE: THE RISER FOR SEDIMENT BASIN W SHALL INCLUDE A 06" DEWATERING ORIFICE WITH AN INVERT ELEVATION OF 367.77. THE DEWATERING ORIFICE
030" OUTFALL PIPES (STR. A2, A2, Al A4, A5, A6, & A7) AND I I '1 \ I SHALL BE PERMANENTLY PLUGGED WATERTIGHT AT THE TIME OF THE BASIN's CONVERSION TO A SWM FACILITY. ALTERNATIVELY, THE CONTRACTOR MAY
USE THESE DURING CONSTRUCTION. CONTRACTOR SHALL \ I \ I ELECT TO REMOVE THE UPPER RINGS OF THE RISER HOUSING THE DEWATERING ORIFICE & INSTALL NEW RINGS MEETING THE SPECIFICATIONS OF THE
TEMPORARILY BLOCK THE SMALLER/LOWER OPENINGS I FOR STR. Ag & THE STUB PIPE DURING CONSTRUCTION. I S/ T . A „ RO D PERMANENT SWM FACILITY'S RISER.
f (I 11 THE CONSTRUCTION OF THE LEVEL SPREADER, THE STUB
PIPE AND STR. Ag SHALL BE DELAYED UNTIL THE BAFF4 \).
I SEDIMENT BASIN IS CONVERTED TOAPERMANENT SWM POSEDIAFE ENCE, / I � SEDIMENT BASIN 'B' DETAIL, SCALE 1 "=30'/
FACILITY. CONTRACTOR SHALL WORK CLOSELY WITH THE /INSTALL SIGNS "WARNING A I I I So
/ ESC INSPECTOR REGARDING THE TIMING OF WHEN THE QUICK 1 AND, KEEP OUT" y al '21 I
LEVEL SPREADER, STUB PIPE & STR. AS, ARE ACTIVATED. ' I
\PROPD1o'WID OP
\ \ OF D\ELEV.=373 0q' \ s
S
ERRI OSED 30' WIDE V T CL. A
RIPRAP LINED EMERGENCY
SPILLWAY W/4:1 SIDE SLOPES&�
' \ FILTER FABRIC UNDERLAYMENT.
\ SPILLWAY CREST ELEV.-31,67'.
\ ySs
1992
GRAVEL CURB INLET SEDIMENT
FIL TER
GRAVEL FILTER
RUNOFF WATER
�S
SEDIMENT
CONCRETE GUTTER
SPECIFIC APPLICATION
THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS
WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE
INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED
AREAS.
* GRAVEL SHALL BE VDOT q3, #357 OR 5 COARSE AGGREGATE.
Source: Va. DSWC
NC
PROPOSED
DIVERSION
3.07 1992
Plate 3.07-6
3.01
2
T4�•iib�.�•i•4ii•
1 • • • • • •
I•dd.444••••4•d•
��•�•!^�•!•���c!•�.;•j�
• • • • • • • • r
�•.•• I•i
44�•�d•�•�abb�•4�
• • • • 1 • • • • • • • •
••L.•d••1 44•••dA•4•••••Ad
• • •
I••••••••••••••••••••••
••••� • 1••••••1 .••••••�••••��••••••••.
OAK
Source: Adapted from Conwed Plastics and Plate 3.01-1
VDOT Road and Bridge Standards
Sediment Basin Design B
MIN. 1' WI SPILLWAY
2'WITHOUT
CREST OF EMERGENCY
SPILLWAY
drainage area (acres)
14.00
DESIGN HIGH WATER
basin volumes: (using 2' contour intervals)
(�-Y" STORM a".)
elevation (ft) contour area (sf)
volume(cy)
°'s'
MN. 1.0.
_ _ _
RISER CREST
352.00 3,816
0
d sOWE
OEWATERING
354.00 5,127
330WET.
soRAGE�
356.00 6,609
764
358.00 8,268
1,313
360.00 10,105
1,993
SEDIMENT'WET CLEANOLSTORAGE PONT
(• WET • STORAGE REWCF°
TO }/ C.Y./ ACRE)
362.00 12,089
2,814
364.00 14,178
3,786
wet storage:
wet storage required (cy) (67*DA)
938
design high water
362.33
dewatering orifice elevation (ft)
357.00
top of dam (ft)
364.00
wet storage provided at this elevation (cy)
1039
top width of dam (ft)
10.0
available volume before cleanout (cy) (34*DA)
476
bottom of basin (ft)
352.0
cleanout elevation (ft)
355.1
approx bottom dimensions:
51'x72'
distance from cleanout to orifice (ft) (> 1')
1.9
upstream face slope:
2:1
downstream face slope:
3:1
dry storage:
dry storage required (cy) (67*DA)
938
baffles:
YES
principle spillway crest (ft)
361.33
length of flow, L (ft)
53
dry storage provided at this elevation (cy)
1200
effective width, We (ft)
215
diameter of dewatering orifice (in)
6.0
L / We (baffles required if < 2)
0.2
diameter of flexible tubing (in) (orifice+2")
8.0
collars:
YES
runoff:
depth of water at spillway crest (ft)
9.33
C (use 0.45 for bare earth)
0.45
slope of upstream face (Z: 1)
2
tc (min)
8
slope of barrel (Sb)
2.4%
1 2yr 4.5 0 2yr
28.4
length of barrel in saturated zone (Ls)
61.87
1 25yr 6.5 Q 25yr
45.0
number of permanent collars required
2
dimension of collars
6.1W.1'
principle spillway:
available head (ft)
1.00
emergency spillway:
YES
diameter riser (in)
60
required capacity (Q25-Qp) (cfs)
0.0
spillway capacity, Qp (cfs)
48.0
bottom width (ft)
50
diameter trash rack (in)
90
slope of exist channel (ft(ft)
33%
barrel length (ft)
136
minimun length of exit channel (ft)
7
head on barrel through embankment (ft)
15.8
crest of spillway (ft)
362.33
i. W-�WWWwWwWWWWWWW,\ ,�i i iu i
PROPOSED PERMANENT SWM FACILITY STRUCTURES
Bel, BB2, BB3, B64, BBS & THE RISER BB6 SHALL BE I
INSTALLED WITH TEMP. SEDIMENT BASIN'B'&SHALL
SERVE AS THE OUTFALL FOR THE BASIN. I�I
S / F
PROPOSED SAFETY FENCE, \
/ INSTALLSIGNS SA\ 1
�\ \ QUICK SAND, KEEP OUT" \
PROPOSED RIPRAP LINED OUTLET SS, ; ST BB2'
PROTECTION. SEE SHEET 17 FOR
DESIGN INFORMATION. SF �S _-.7 /
TR . BB4
�I
I
PROPOSED 5o'WIDEVDOTCL.AI RIPR \ 9 STR � BB6
AP LINE
I' I EMERGENCY SPILLWAY W/ 4:2 SIDE SLOPES & FILTER I 1
FABRIC UNDERLAYMENT. SPILLWAY CREST ELEV =362.33') I N I I \
/ p PIMilF MA J
r \35S \ V �PP'ROVE ooYR
F�OO�PL� TYP.
CONTRACTOR SHALL INSTALL STR. BB6 (06o" RCP SWM RISER WITH A RIM ELEV =361.33) & ITS FOUNDATION.
CONTRACTOR SHALL SEAL THE PERMANENT SWM LOW -FLOW ORIFICE WATERTIGHT DURING CONSTRUCTION.
AT THE TIME OF THE SEDIMENT BASIN's CONVERSION, THE PERMANENT LOW -FLOW ORIFICE SHALL BE LLI
/ ACTIVATED & THE SEDIMENT BASIN's TEMPORARY DEWATERING ORIFICE SHALL BE COVERED WITH A METAL
PLATE. SEE SHEET 19B FOR DETAILS. ALTERNATIVELY, STR. BB6 MAY BE INSTALLED WITH SEGMENTAL RINGS
AND THE UPPER PORTION OF THE MH MAY BE REMOVED & REBUILT IN ACCORDANCE WITH THE SWM PLANS
AT THE TIME OF THE TEMPORARY BASIN's CONVERSION TO A PERMANENT FACILITY.
PRSF
WIRE BAIN S
\ /
/ EXISTING TREELINE. TREES & VEGETATION IN THE
VICINITY OF SEDIMENT BASIN 'B' SHALL BE
CLEARED. DURING THE EARLY STAGES OF ESC /
PHASE I, CLEARING & GRADING ACTIVITIES SFOR
HALL \\ \
THOSE NECESSA
INSTALLATION OFBE LIMITEDOTHE SC PHASE I MEASUR THE
A S
TO PREVENT FLOTATION THEi RISER BASE SHALL BE
343 FIRMLY EMBEDDED 6" INTO AN 36 THICKREINFORCED �\
CONCRETE FOUNDATION THAT IS io'x LO', AS SHOWN`
CONTRACTORSHALL INSTALL A -
\ 5 d. R/W DIVERSION ACROSS TH D
S s
i CONSTRUQTION ENTRANCE s
\�__ P
EXISTING Y' �CMP CULVERT
7
ll"
A//// NTR /
PROPOSED CONTRACTOR
PARKING & STAGING AREA
PROPOSED / /Y�//\� / /
CONSTRUCTION ii/ ACCESS
J
\
s
iCOTT/R. C!'LLINS'?
Lic. No. 035791,E
2/4/22 ,0J
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JOB NO.
182150
SCALE
AS SHOWN
SHEET NO.
13
LIM S F EMA PPROVED
o Y FLO�DPLAIN TYP\
\ \
�`
/ /
= =
� �j
\V�\�� �I yam/ / / �/ _ /
POINT OFANALYSIS 'A' \ / /( // /� /
i' I.
(AT CONCENTRATEDOUTFALL) 16Sirs. —"— —
\ \
/� / / /
/ / I ( // //
100' OF OVERLAND FLOW w/ A ELEV.=T
\ \\ 1 ® & 650' OF CONC. FLOW w/ A ELEV.=90' ■ ■ / ��:/ �s
WETLANDS TO REMAIN' ■ ■ /
�AREA OF APPROVED\�\� \\ // / I UNDISTURBED% TYPi I I 1 I I 1 I I I I I \ I rT // /�/ / �•� ■ ■ �••' / / / ( ♦ ■ ■ \ m
/ SECTION 1 MASS GRADING
\11�) //�� I III 1 I j� j /l // �- / / ♦ / / ••■■ ♦� / A
/ (WPO 201700037 AMENDMENT #2)ll _/ / /� y /, , l/, l l I I II / rr/ / / \� / • /
/Qg,
LOCATION OF PROPOSED DRY DETENTIONBASIN'A'& UGD SYSTEM 'A'
//�/�// / / / STREAM LIMITS, TYP. I / ■ ■ ■ ■ ■ ■(�
--- // jREA PROPL EDi� I /
Q �E DEVEL�P,ED/ I f — � _ _ J
��� _ /:; vV A \\V� \�- • % ��E u ��R� B�oc 18T0 �€
/ \ �/ /////vA v — / / / //// // > �\ \ \ = ROUTED I�R�POSED BLOCK 1�&�-
� _ �IIIIII � \\V� \ �I�l � I � �� ; • _ = I V �
�/ \
\ / ♦
4f# J
/ \ / // / l n
PROJECT LIMITS, TYP. 1 0o I (�` \ // \
o
-100 OF OVERLAND FL W w/ A ELEV.=4'
oo n lIlI �I I�IIIIIi�II I1 II III v c 1,15-0' OF, CiO/NC/. FLOW
-w/
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\1 �II \ I 1 \ \ ✓et/� POINT OFANALYSIS 'B' o '
\\ ✓eL i\\ (AT CONCENTRATED OUTFACE) I o \ I11
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3 ' NATURAL BUFFER ALONGN/1
PROERTY� PERIMETE>=X�//////
/
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MONTGOMERY RIDGE
SUBDIVISION
WATERSHED SUMMARY FOR SUBAREA A
�// Area, 1-year Flow, 2-year Flow, 10-Year Flow,
CN
// /// %< ac. cfs cfs cfs
/ / / /DA A (Pre-Dev.) 55 6.37 0.82 2.14 9.48
\� 1 � \ �� .fir, ■� J ,\ ✓� ' / /// // �� //// // // / / � / / //
WATERSHED SUMMARY FOR SUBAREA B
Area, 1-year Flow, 2-year Flow, 10-year Flow,
�/ /�/ / _) CN ac. cfs cfs cfs
DA B (Pre-Dev.) 55 12.16 1.30 3.34 15.17
LOCATION OF PROPOSEDDRY
/ ETENTION BASIN 'B' & / / �/ /% // // / WATERSHED SUMMARY FOR SUBAREA C
P
/1] ERGROUND DETENTION SYSTEM' g' / �� / //� ////// ///
Area, 1-year Flow, 2-year Flow, 10-year Flow,
CN ac. cfs cfs cfs
Pre-Dev. C DA 72 1.87 2.02 3.03 6.69
i ■/ i �� /IIII//IIIII1g\ v�vvvv _ v/'/����/�/��/ll�l�l� ( )
SUMMARY OF CHANNEL PROTECTION COMPLIANCE
100' OF OVERLAND FLOW w/ A ELEV.=9', 1 \\ \ 1� x \\_\ Pre-Dev. Subarea Post-Dev. Subarea Method of 9VAC25-870-66 Method of 9VAC25-870-66
v--425 OFCCH ANNEOWL /N A ELEV.=15 & (p
' oint of Analysis) (Point of Analysis) Channel Protection Compliance Limits of Analysis for Channel Protection
ICA
A
A
Section 13.3.a (Energy Balance)
N/A (Energy Balance Satisified)
B
B
Section B.3.a (Energy Balance)
N/A (Energy Balance Satisified)
C
C
Section B.1.a (2-yr Peak Flow is nonerosive in Pipes and Manmade Riprap)
Section B.4.a (Subarea < 1% of Overall Watershed)
o o " — -�\ o- • ■ ■ sell
•' \\ �l \\ \\�\ \\�\\ / /� SUMMARY OF FLOOD PROTECTION COMPLIANCE
- -
- POINT OF AN SSM'C'� / � ®■fly
(RIPRAP-LINED / \ - ■■ • \�_�— \\ \ \\\ %/
\� \ -_ ■\ d��,\ \\ Pre-Dev. Subarea Post-Dev. Subarea Method of 9VAC25-870-66
PROPOSED-CONLENTRATED-OUT�L) \ a ■ ■ \ \\ \ v /
ESTR / @ ■ ® \\\\\_ (Point of Analysis) (Point of Analysis) Flood Protection Compliance
\ L - ■ ■ ■ v�
CONCENTRATED OUTFALL T NEL \ VA �o
l \ \\ SUBAREA
1.87 ac., N=72, Tc=0.13 hrs.
\
--
Method
of 9VAC25-870-66
Limits of Analysis for Flood Protection
A
A
Section C.2.a (10-yr Peak Flow is Confined within pipes and SWIM facility)
Section C.3.c (Outfalls to mapped Floodplain)
B
B
Section C.2.a (10-yr Peak Flow is Confined within pipes and SWIM facility)
Section C.3.c (Outfalls to mapped Floodplain)
C
C
Section C.2.a (10-yr Peak Flow is Confined within pipes)
Section C.3.c (Outfalls to mapped Floodplain)
►AP
SCOTT/R. CD'LLINSZ
Lic. No. 035791 D
p 2/4/22
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JOB NO.
182150
SCALE
1"=100'
SHEET NO.
14
\\
\ LIM S F P
STORMWATER MANAGEMENT NARRATIVE: � � �\ � 1 \ 1 1 � ✓� ��/ —/ / ,� '`' �O(i\Y FLO�DPL �TYP\� "�_�- �5-/ // / � � / �/ / � ��"� / �_ \ \ \
IOVERVIEW � I � /
THIS PROJECT IS PART OF THE BROOKHILL DEVELOPMENT, AND STORMWATER TREATMENT IS PROVIDED TO \� „e / 1 \ 1 \ \ / / 1 {tea s�- //�/� /_ �/_
I\ \ \ .:":: \�� FUTURE SWM FACILITY (/
MITIGATE THE IMPACTS FROM THE PROPOSED IMPROVEMENTS. THE STORMWATER MANAGEMENT PLAN � \ �' -\ / ,�'�;�;• � s • • / / � /�j//�� /
COMPLIES WITH PART IIB SWIM REQUIREMENTS.
\ WATER QUALITY SUMMARY
THIS DEVELOPMENT REQUIRES THE REMOVAL OF 17.72 Ibs/yr OF PHOSPHOROUS. THIS PHOSPHOROUS
\ REMOVAL RATE IS MET THROUGH THREE BEST MANAGEMENT PRACTICES. A DOWNSTREAM LEVEL SPREADER \\� / / , . z .. 1 - -". ._, \ - / // // �� / �// _L -✓ �\ 1 - _ _ w —' �_ / / \
CONSERVEDDISCHARGING TO A SWIM DOWNSTREAM FROM HE BULK OF THE PROPO ED ITHIS BMP IS
BLOCK 16 DEVELOPMENT AND PROVIDES q \\� \l \ J I _ - - � _ _ •fie /- ` / /���%// ��/ / // - \ I / / _ /
PHOSPHOROUS REMOVAL RATE OF 6.89 Ibs/yr. A SECOND BEST MANAGEMENT PRACTICE OF PRESERVING
OPEN SPACES WILL BE IMPLEMENTED. A RECORDED SWIM FOREST & OPEN SPACE EASEMENT WILL BE
PROVIDED PROTECTING THESE AREAS PRIOR TO THE ISSUANCE OF A LAND DISTURBANCE PERMIT FOR THIS
PROJECT. AFTER THE IMPLEMENTATION OF THESE TWO BMPs, THE THIRD BEST MANAGEMENT PRACTICE OF
PURCHASING NUTRIENT CREDITS WILL BE IMPLEMENTED. A PHOSPHOROUS REMOVAL RATE OF 10.83 Ibs/yr\�� �\ \ \ \ ���� "' ��� / ��"j9.� /i •'°/ / -: -- - _ \ SUBAREA A .- �/ ` \ \
REMAINS FOR THE PROPOSED PLAN's WATER QUALITY COMPLIANCE. PLEASE NOTE HOWEVER, THE OVERALL
BROOKHILL DEVELOPMENT CURRENTLY HAS A SURPLUS OF PHOSPHOROUS REMOVAL CREDIT THAT CAN BE
Q v
APPLIED TO THIS PROJECT, LOWERING THE REQUIRED PHOSPHOROUS REMOVAL RATE TO 6.02 Ibs/ r. WITH
i
-- - A NUTRIENT CREDIT PURCHASE OF 6.02 Ibs/yr, THE OVERALL BROOKHILL DEVELOPMENT WILL MEET THE
FAS
SCOTT/R. CD'LLINSZ
Lic. No. 035791,E
p 2/4/22
MINIMUM REQUIRED REMOVAL RATES. PLEASE ALSO NOTE, THE LEVEL SPREADER DISCHARGING TO A / \-� \� \� - - - '" CN-$3 '"` 1 _ ' 'i r
CONSERVATION AREA EASEMENT WAS DESIGNED FOR THIS PLAN AND THE FINAL BUILDOUT, WHICH \�TC-0.12 hr5. � � ' � r _ �a
INCLUDES ADDITIONAL AREAS UPLAND OF BLOCKS 16 & 17 WHICH WILL LIKELY DISCHARGE TO THIS BMP. \ _ POINT OF ANALYSIS " -__� ' ,-,-,- / J ctO., r
PLEASE SEE THE ATTACHED STORMWATER MANAGEMENT CALCULATIONS PACKET FOR ADDITIONAL DETAILS. \ \ _ AT CONCENTRATED OUTFACE) --
\� / \ F- c
WATER QUANTITY SUMMARY \ �\® ' SUBAREAA / _ LU
THE PROPOSED DEVELOPMENT CREATES TWO (2) CONCENTRATED OUTFALLS AND DISCHARGES INTO AN \ \ \ �, \�` �,.':} I -, MARCELLA -". F --- __ ..1,. / / /I I/_ a `u
_.
EXISTING THIRD CONCENTRATED OUTFALL. ,\ _ \� \\ �\ \\� \�., \ N. / - STREET - 6.37. dC. _ -�'- ;� �I - �- O ( U
_ U Z
THE TWO PROPOSED CONCENTRATED OUTFALLS FOR SUBAREAS A & B DISCHARGE TO THE POINTS OF _ _ \ I : ' - �. _ TC=0.12 hr5: \ 'I - �. I •'' �' > z w
ANALYSIS A & B, RESPECTFULLY. CHANNEL PROTECTION IS MET FOR THESE TWO SUBAREAS VIA 9 VAC \ QOi:- , "\, I ? ( 1 �� I _ Cr
/ 25-870-66 SUBSECTION B.3.a ENERGY BALANCE). THE LIMITS OF ANALYSES FOR SUBAREAS A & B ' 'T"-T" - -- c _ -� �s I I I H' a z
TERMINATE AT THE OUTFALLS SINCESUBSECTION / ��� - _
OU LS S C B.3.a IS SATISFIED. FLOOD PROTECTION FOR THESE TWO % WETLANDS TO REMAIN I, ,-' - /, V / I 3 . -- ' I " < -- -I �" r I, I ��' - k 0 p C
( ) / / A PORTION OF - U c
SUBAREAS IS MET VIA 9 VAC 25-870-66, SUBSECTION C.2.a (CONFINES THE 10-yr PEAK FLOW WITHIN THE UNDISTURBED I ... , 7 - r �' ` ' Ln m w
ED TYP. � � I
_� �/ / % � ; , , � I � .. 1 � FUTURE BLOCK - rp _ ] ; , '` 7 Z w � � � � DETENTION FACILITIES). THE LIMITS OF ANALYSES FOR THE FLOOD PROTECTION END AT THEIR OUTFACES, \ � R / / / / / ' I I / -
SINCE THEY DISCHARGE INTO A MAPPED FLOODPLAIN.(SUBSECTION C.3.c). PLEASE NOTE, THE BULK OF THE / ' /' // / I p I : - - -��I J.=' _ �, "� I ,. \ - ,. �' �� 0 U) Q 5
\ PROPOSED DEVELOPMENT IS CAPTURED IN SUBAREAS A & B AND ITS RUNOFF IS ATTENUATED. ALSO, THE \ /" �* , / l l l l l l l ll, II I I / 'I `� 3 I '" 1H WILL BE -- ` '":- �/ i Z Q � O
0 DRY BASIN 'A', UNDERGROUND DETENTION SYSTEM 'A', DRY BASIN WAND UNDERGROUND DETENTION / LOCATION OF PROPOSED DRY DETENTION • r ROUTED TO \ %. �� O m w c
SYSTEM 'B'TREATING SUBAREAS A & B WERE DESIGNED FOR THIS PLAN AS WELL AS THE FINAL BUILDOUT, "'- _ . • d y d. -1 I / _ w�� j z Q u
/ \ / /� BASIN W & UGD SYSTEM 'A' I I a —BL K 16 & 17 - ~ -
WHICH INCLUDES ADDITIONAL AREAS UPLAND OF BLOCKS 16 & 17 WHICH WILL LIKELY DISCHARGE TO / _ ��� , : / I w Q
/ THESE BMPs. // / // / % s// / I ® \,/r\ z I / _ 3 - 'i _ �' I� _� d m u
/ - I '' AA
V /
THE THIRD CONCENTRATED OUTFALL DISCHARGES INTO A MANMADE STORM SEWER SYSTEM ASSOCIATED / / / /�"j'`" / I I, \-( s / ' " = �I - -- ri U/ -I �- c cc / _ \ " \� ~ w Q
WITH POLO GROUNDS ROAD. THIS SYSTEM RELEASES ITS RUNOFF DIRECTLY INTO THE RIPRAP LINED �// I 'r:, I I / ? I - _ _ , \ >
STREAM LIMITS TYP.
OUTLET PROTECTION IN THE STREAM'S BED ASSOCIATED WITH THE 60"x60" DOUBLE CULVERT. THE \ � / / / / /� / � ' I ,�` c; � ._ � �� I ' I 3 r .; i \ _ �.�, � 5 _� � _ � ` W w a
PROPOSED & EXISTING STORM SEWER NETWORK s HYDRAULIC GRADE LINE CALCULATIONS WERE ANALYZEDI'�1� ,\ \
WITH THIS PLAN FOR ADEQUACY. CHANNEL PROTECTION IS MET FOR THIS THIRD CONCENTRATED OUTFALL \ - -� -� - i / / /� , \ \ u
/i / I d i
i (CONVEYING PROPOSED SUBAREA C) VIA 9 VAC 25-870-66, SUBSECTION B.l.a (2-YR PEAK FLOW IS NOT \� / � • - -- %. � - �.. . .,_ _ ' - '.... ' _ : _ \ ., � �, _ >
/ /
s 7
EROSIVE IN MANMADE PIPES AND RIPRAP). THE LIMITS OF ANALYSIS FOR THE CHANNEL PROTECTION \ \ / / / / � / � - - 1 -
_' °' �`... ` 50 OF OVERLAND FLOW ��.-• � I _-r � _
TERMINATES AT THE STREAM's RIPRAP LINED BED IMMEDIATELY DOWNSTREAM FROM THE 60 x60 CULVERT / //`�c-� / 'I '--�I -\" -
/ / b / \ , w/ A ELEV.=2 & ;_ f _ \ C
SINCE THE CULVERT's DRAINAGE AREA IS 100 TIMES GREATER THAN THE CONTRIBUTING DRAINAGE AREA / R POS /�j \ - - - \ �. _ c
690` OF CHANNEL FLOW E
OF SUBAREA C. THIS SUBSECTION IS B.4.a. FLOOD PROTECTION IS MET FOR SUBAREA C VIA 9 VAC _ �� / / ��Q, REEN�,
25-870-66, SUBSECTION C.2.a (CONFINES THE 10-yr PEAK FLOW WITHIN THE MANMADE CHANNELS). THE \ / / / / /P / /� / / �� ` ! / IP - If �• �.V. �� :%v` • / c
FLOOD PROTECTION ANALYSIS TERMINATES AT THE STORM SEWER OUTFALL SINCE THE EXISTING STORM
SEWER DISCHARGES INTO A MAPPED FLOODPLAIN. THIS SUBSECTION IS C.3. C. PLEASE SEE THE ATTACHED
/ STORMWATER MANAGEMENT CALCULATIONS PACKET FOR ADDITIONAL DETAILS.,��
S
WHERE PROPOSED IMPROVEMENTS & LAND COVER CHANGES OCCUR OUTSIDE OF SUBAREAS A, B & C, FOR y �/ c
- -
EXAMPLE THE REAR PORTIONS OF THE SINGLE FAMILY DETACHED LOTS ALONG MARCELLA ST., MARCELLA / A� / / ? ' / / _ -_ I El
� CT., SABLEWOOD TRAIL & LACONIA LANE, THE PERVIOUS & DISCONNECTED IMPERVIOUS AREAS SHALL BE
" =
RELEASED IN A SHEET FLOW MANNER THAT IS NOT CONCENTRATED OR DETAINED. HOUSES ON THESE LOTS V- / / �� / - - / / = r / ` r G ��i p N M c
SHALL HAVE SPLASH BLOCKS AT THE OUTLETS OF THEIR DOWNSPOUTS TO PREVENT EROSION,
SEDIMENTATION OR FLOODING OF DOWN GRADIENT PROPERTIES. THE DOWNSPOUT OUTLETS & SPLASH �\ V PROJECT LIMITS, TYP.
BLOCKS SHALL BE INSTALLED UPLAND OF THE STEEPER TIE-IN GRADES, CLOSER TO THE HOUSES. ALSO,
THE STEEPER TIE-IN GRADES SHALL BE STABILIZED PRIOR TO THE INSTALLATION OF THE DOWNSPOUTS
AND SPLASH BLOCKS. SEE SHEET 19B FOR A DETAIL OF THE SPLASH BLOCK, ORE DIVALENT.
WHERE PROPOSED SINGLE FAMILY ATTACHED LOTS ARE PROPOSED, FOR EXAMPLE THE LOTS LOCATED \ �'- ' ® -`.. a / / - / ' ''�j� Q -� q V A
/ / `C
ALONG LACONIA LANE, THESE HOMES' DOWNSPOUTS SHALL OUTFACE INTO THE PROPOSED ROOF AND YARD �,� _ `� �/" '-.., . -„
\\ DRAIN SYSTEMS & WILL ULTIMATELY BE ATTENUATED IN A PROPOSED SWIM FACILITY. SEE THIS SHEET FOR //�
A DEPICTION OF THE ROOF AND YARD DRAINS SURROUNDING THE SINGLE FAMILY ATTACHED LOTS, AND �// \� I Oo /
THE FINAL SITE PLAN FOR THE CONSTRUCTION OF THESE STRUCTURES. / C' ) _
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SUBAREA B / �J M C
Z' (FINAL
BUILDOUT)
CY) a
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—� l l I I �' l y/ / / o psi
///��J� /� --
20 08 ac N
APPROVED �° o / /' Tc-0.17 hrs.a
POND #4 � � � � � _
l •� = /. �v �i Q
/ 446CD
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OF OVERLAND FLOW w/ A ELEV.=T, / / ��/� �� / / \ v
OF CONC. FLOW w/ A ELEV.-9'
�F-550' OF CHANNEL FLOW A, / //�� \ V > c
LU
U- ,I �- a�NATURAL BUFFER ALONG V \/ _ Post -Development Impervious Area Summary L9 � T__
7�r�� PROPERTY's PERIMETER �\ �A )�� / \ Subarea A
Blocks 16 & 17- Proposed Roads & Sidewalks 69,175 sf Q
Z z�Blocks 16 & 17 73470 sf
Buildings, Walkways &Patios Decks
^ // Blocks 16 & 17- Driveways 17,725 sf U O
Block 18- Future Roads &Sidewalks 15,975 sf I a
Block 18- Future Buildings Patios/ Decks 20,775 sf W O
Block 18- Future Driveways 5,650 sf Y
MONTGOMERY RIDGE W
202,770 sf z
SUBDIVISION H
Subarea B W
Blocks 16 & 17- Proposed Roads & Sidewalks 158,075 sf t
/ � / — >) >>w v pUl�
�// Blocks 16 & 17- Buildings, Walkways & Patios / Decks 103,220 sf I� a c
� // /�� / �/ /// j Blocks 16 & 17- Driveways 27,875 sf � O
/� // w Z
Roads &Sidewalks 74,400 sf
Buildings Patios / Decks 106,450 sf
1 \ I \ \ ✓et/� POINT OFANALYSIS 'B' o l /// a / / //" / / / / / / //// ���% / // / �� Blockl8-FutureDrivewa s 38475 sf O >
AT CONCENTRATED OUTFALL) ' I / / /// / // / / / /(( /� // Y w
( I I �Jf� / / / / \ / / / / // I� / / Factor of Safet for Other Potential Imp. Areas 10,000 sf in
�� �� ✓ /V� A / / o / /�//// / / / / // /� �/ // /j 518,495 sf i
/x/�i�� I - 1� ��///// �/ / / / /� /// ��� ��/SubareaC M
o �/ _ , �ii it /,// / // — J LU ... �,
/ / / / / ���//�/ / � //� /� ��/ Blocks 16 & 17- Proposed Roads &Sidewalks 18,475 sf
" o 20' OF OVERLAND FLOW w A ELEV.=6' /" / /
& 450' OF CHANNEL FLOW /�/ / Existing Polo Grounds Road 25,775 sf a c
/'
/� Q
�Q 44,250 sf
FF�E�E_C REF L FED BUFFER WATERSHED SUMMARY FOR SUBAREA C�
ALONG POLO6UNDS ROAD o A /� �/ /� ��� //�/�/ /��� _
/� \ / / / �� i ) /
�� / ���� //� / / / // // CN Aace, 1-Ye cfs low, 2-ye cfs low, 10-YecfsFlow, - 'a
�W �
_�� �� O • , / / /.:: :� � �� �� ��� �� �� //�� / // // /// /// ////// DAA (Post Dev.) 82 7.75 0.13 2.14 24.35 a
J80
- ---- -_ �. �, 8
_ — — �� �� (� i�� �� �/ /�� / / // /' WATERSHED SUMMARY FOR SUBAREA B3 Lu E
ma's iJ�\ / / i)
ISTI.N IU4 t�k\\1 \\\ \\ \ �\ �� �) I ` /J/�(I l( CN Area, 1-year Flow, 2-year Flow, 10-year Flow, z
OO S aC. cfs cfs cfs JOB NO. a
2
-- � A � � � �_�_ �A\V �\ ������/ � � � � � � � � � � � � � DA B (Post Dev.) 82 12.16 0.18 0.21 9.14 182150 c
t
yl \\� �/
v (RtPRAP-LfP1E-0 STR�AMBED-BELOW _ , ., - ---- `\V��_ V \VAA i/�"- ( ( DAB (Final Buildout) 83 20.08 0.27 7.75 75.32 SCALE C
PROPUSED-CONCENTRATED-OUTFALL). '; - may _ ��Z�C�� \\ V /// t
ESTRIA A _\�\V�V� _� � �N►gTERSHEDSUMMARYFORSUBAREAC 1°=100' c
T NEL I\�` SUBAREA C \ ���A�
CONCENTRATED OUTFALL A\� �V/ / 1�� '��_ �� �� ��� ���� ����\���� CN SHEET NO. C
- _ Area, 1-year Flow, 2-year Flow, 10-year Flow, S
\1.87 ac., CN=8 Tc=0.10 hrs. \ \\ / ��\� \\\\\\�\ \\\\ \\
_ _15
1 \ ����` \`��/\\✓/� 1 �� \\ \ \\\\\��� ac. cfs cfs cfs a
\ \�\\ \ \\\\ \\ \\������� DAC(Post-Dev.) 81 1.87 3.70 5.12 9.91 F
PRE -DEVELOPMENT STORMWATER QUALITY PLAN:
SCALE 111=100'
POST -DEVELOPMENT STORMWATER
SCALE 111=100'
LITY PLAN:
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may/
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71
\ \ \ \ \ \ \ bus-- � �j — / ` 1' : �,r 1 I /// //��j
ROPOSED LIMIT/S �� \��\ \ / / PROP65/1Eb ANCE
®j \OF DISTURBANCE= //ENCOMPASSES ALL PROPOSED WORK
26._ \ \ \ \
tZ5 ACRES/ ) 1 1 I \ J /ASSOCIATED WITH THIS PLAN. THE LIMITS /
// OF DISTURBANCE DOES NOT ENCROACH INTO \
THE SWM FOREST & OPEN SPACE EASEMENT,
NOR DOES IT ENCROACH INTO THE SWM
;CON RV D OPEN SPACCEA SEM NT,
////
1�W /
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Ai �'k m
///
\x
_= 1
SWM FOREST AND OPEN SPACE EASEMENT NOTE:
THE SWM FOREST AND OPEN SPACE EASEMENT IS SUBJECT TO THE GUIDANCE SET FORTH BY THE DEQ IN
THE VIRGINIA STORMWATER MANAGEMENT PROGRAM. THE AREAS WILL REMAIN UNDISTURBED IN A
x p\ \ \\ / \ NATURAL, VEGETATED STATE, EXCEPT FOR ACTIVITIES AS APPROVED BY THE LOCAL PROGRAM AUTHORITY,
J 1
SUCH AS FOREST MANAGEMENT, CONTROL OF INVASIVE SPECIES, REPLANTING AND REVEGETATING,
PASSIVE RECREATION (E.G., TRAILS), AND LIMITED BUSH HOGGING TO MAINTAIN DESIRED VEGETATIVE
COMMUNITY (BUT NO MORE THAN FOUR TIMES A YEAR).
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PROPOSED DISTURBANCES TO
r.
GREENWAY ARE LIMITED TO A
/ UTILITY CONNECTION, A ROAD
CONNECTION, TWO STORM
SEWER OUTFACES & A TRA14WAY a
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P CIMI�TS OF DIS UI
ENCOMPASSES ALL PROPOSED WORK
i
s � ASSOCIATED WITH THIS PLAN. THE LIMITS /\
OF DISTURBANCE DOES NOT ENCROACH INTO �\
THE SWM FOREST & OPEN SPACE EASEMENT,
/
/NOR DOES IT ENCROACH INTO THE SWM
SPA/CE��E7NT,
RBA�VCESj
5� GREENWAY ARE LIMITED TO A )
I ///UTILITY CONNECTION, A ROAD
STORM
EVyEE OUT A/SL & A TRAIL AY,�17
Drainage�eDevelopment
Managed opo
Managed Turf 2.69 ac.
Impervious Area .68 ac.
6.37 ac.
Full Buildout
Impervious Area 4.65 ac.
7.75
Post -Development Impervious Area Summary
%I \ \ (For Proposed Water Quality- ESC LOD Boundary = VRRM Boundary)
I/ I I I \ \ V� Blocks 16 & 17- Proposed Roads & Sidewalks 245,725 sf
I I \ \ \ Blocks 16 & 17- Buildings, Walkways & Patios / Decks 176,690 sf
sf
468,015 sf
Total Phosphorous Removal Required for Blocks 16-17 (without any preserved areas) 19.58 Ibs/yr
Phosphorous Removal Achieved from the Level Spreader A's Sheetf low to Conservation Area, A/B Soils 6.89 Ibs/yr
Phosphorous Removal Achieved from a new Nutrient Credit Purchase BMP 6.02 Ibs/yr
a < Phosphorous Removal Credits from the Brookhill Development Applied to this Project 4.81 Ibs/yr
Phosphorous Removal Achieved from the BMP of the SWM Forest & Open Space Easements 1.86 Ibs/yr
s 19.58 Ibs/yr
SCOTT/R. CD'LLINSZ
Lic. No. 035791,E
p 2/4/22
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JOB NO.
182150
SCALE
1"=100'
SHEET NO.
16A
DRY DETENTION BASIN'A' & 'B' CONSTRUCTION NOTES:
FACILITY PLANTING SPECIFICATIONS:
1. THE DETENTION BASIN SHALL HAVE TURF GROUND COVER, SUCH AS GRASS OR SOME OTHER FORM OF A VEGETATIVE GROUNDCOVER. LANDSCAPING BEYOND THIS IS OPTIONAL
AND IS NOT REQUIRED.
2. THE PROPOSED FLOOR SLOPES SHALL BE GRADED TO PROVIDE POSITIVE DRAINAGE AT ALLTIMES TO THE RISER STRUCTURE.
3. WOODY VEGETATION SHALL NOT BE PLANTED OR ALLOWED TO GROW WITHIN 15 FEET OF THE TOE OF THE EMBANKMENT NOR WITHIN 25 FEET OF THE PRINCIPAL SPILLWAY
STRUCTURE.
4. THE SOILS IN THE STORMWATER BUFFER AREA ARE OFTEN SEVERELY COMPACTED DURING THE CONSTRUCTION PROCESS, TO ENSURE STABILITY THE DENSITY OF THESE
COMPACTED SOILS CAN BE SO GREATTHAT 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.
5. 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
MEANS OF CONSERVING MOISTURE AND SUPPRESSING WEEDS.
1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LAYOUT OF ALL WORK COVERED UNDER THESE PLANS.
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 PLANS 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). ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF COLLINS ENGINEERING PRIOR TO THE CORRESPONDING CONSTRUCTION
ACTIVITY.
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, WASH INGTON, DC 20005.
4. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND NOTIFY THE DESIGNER OF ANY VARIANCE FROM THE PLAN.
5. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THE LOCATION OF ANY ONSITE UTILITIES (CALL MISS UTILITY AT 1-800-552-7001 BEFORE ANY EXCAVATION).
6. REFER TO THE APPROVED FINAL SITE PLANS FOR ANY DETAILED SITE INFORMATION.
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 THE STOCK.
CONTAINER GROWN PLANTS WILL BE TRANSPORTED IN THE CONTAINERS IN WHICH THEY HAVE GROWN.
9. ALL PLANT MATERIAL, UNLESS OTHERWISE SPECIFIED, SHALL BE UNIFORMLY BRANCHED AND HAVE A VIGOROUS ROOT SYSTEM. PLANT MATERIAL SHALL BE HEALTHY, VIGOROUS,
AND FREE FROM DEFECTS, DECAY, DISEASES, INSECT PEST EGGS, AND ALL FORMS OF INFESTATION. ALL PLANT MATERIAL SHALL BE FRESH, FREE FROM TRANSPLANT SHOCK OR
VISIBLE WILT. PLANTS 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.
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 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 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 INSPECTOR INITIALLY, AND
THEN THE DESIGNER.
13. MINOR FIELD ADJUSTMENTS MAY BE NECESSARY DUE TO SITE CONDITIONS (EX: ROOTBALL AND UTILITY CONFLICT). MAJOR ADJUSTMENTS MUST BE APPROVED BY THE DESIGNER.
14. NO PLANTING SHALL OCCUR WHEN THE SOIL IS FROZEN.
15. PLANT MATERIAL SHALL BE PLACED IN EXISTING SOIL WITH EACH PLANTING PIT EXCAVATED TO A SIZE SUFFICIENTTO CONTAIN THE ENTIRE ROOT BALL OR ROOT MASS, WITHOUT
CRAMPING ROOTSTOCK.
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.
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. DETENTION BASINS MAY SERVE AS SEDIMENT BASINS AND/OR TRAPS DURING PROJECT CONSTRUCTION. IF THIS IS DONE, THE VOLUME SHALL BE BASED ON THE MORE STRINGENT
SIZING RULE (EROSION AND SEDIMENT CONTROL REQUIREMENTS VS. STORMWATER TREATMENT REQUIREMENTS). INSTALLATION OF THE PERMANENT RISER SHALL BE INITIATED
DURING THE CONSTRUCTION PHASE, AND DESIGN ELEVATIONS SHALL BE SET WITH FINAL CLEANOUT OF THE SEDIMENT BASIN AND CONVERSION TO THE POST -CONSTRUCTION
POND IN MIND. APPROPRIATE PROCEDURES SHALL BE IMPLEMENTED TO PREVENT DISCHARGE OF TURBULENT WATERS WHEN THE BASIN IS BEING CONVERTED TO AN DETENTION
BASIN.
2. THE DETENTION BASIN 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. MODIFICATIONS SHALL BE MADE TO THE RISER, ORIFICES AND BARRELS AS REQUIRED SO THAT THEY ARE CONSISTENT WITH THE
FINAL CONSTRUCTION SPECIFICATIONS.
3. THE CONTRACTOR SHALL ASSEMBLE CONSTRUCTION MATERIALS ON -SITE, MAKING SURE THEY MEET DESIGN SPECIFICATIONS AND ARE PREPARED AT STAGING AREAS WHEN
POSSIBLE.
4. THE CONTRACTOR SHALL CLEAR AND STRIP THE PROJECT AREA IF REQUIRED TO THE DESIRED SUB -GRADE.
5. 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.
6. CONTRACTOR SHALL EXCAVATE THE CORE TRENCH AND INSTALL THE SPILLWAY PIPE DURING THE ESC PHASE.
7. CONTRACTOR SHALL ALSO INSTALL THE RISER, OUTFLOW STRUCTURE AND/OR THE BARREL(s) WITH PERMANENT COLLARS DURING THE ESC PHASE. CONTRACTOR SHALL ENSURE
THE TOP INVERT OF THE OVERFLOW WEIR IS CONSTRUCTED LEVEL AT THE DESIGN ELEVATION.
8. THE CONTRACTOR SHALL CONSTRUCT THE EMBANKMENT AND ANY INTERNAL BERMS IN 8-TO 12-INCH LIFTS, COMPACTION SHALL BE COMPLETED IN LIFTS WITH APPROPRIATE
EQUIPMENT. THE CONTRACTOR SHALL ALSO ADHERE TO THE CLAY LINER SPECIFICATIONS OUTLINED IN TABLE 14.4 BELOW:
Table 14.4. Clay Liner Specmcarions
Property
Test Method
Unit
swwrAdon
Permeability
ASTM D-2434
Cmtsec
1 x 1
Plasticity Index of Clay
ASTM D-4231424
%
Not less than 15
Liquid Limit of Clay
ASTM D-2216
%
Not less than 30
Clay ParlI Pass"
ASTM D422
%
Not less than 30
Clay Compaction
ASTM 0-2216
%
95%(9 standard pfotAordens
Source: Virginia Stormxaler Management Handbook (1999)
9. UPON COMPLETION OF THE EMBANKMENT GRADING, THE CONTRACTOR SHALL EXCAVATE/GRADE UNTIL THE APPROPRIATE ELEVATION AND DESIRED CONTOURS ARE ACHIEVED
FOR THE BOTTOM AND SIDE SLOPES OF THE BASIN.
10. CONTRACTOR SHALL THEN CONSTRUCT THE EMERGENCY SPILLWAY IN CUT OR STRUCTURALLY STABILIZED SOILS.
11. THE CONTRACTOR SHALL THEN FINISH CONSTRUCTION OF ALL OUTLET STRUCTURES, INCLUDING DOWNSTREAM RIP -RAP PROTECTION IF APPLICABLE.
12. THE CONTRACTOR SHALL NEXT STABILIZE EXPOSED SOILS BY HYDROSEEDING OR SEEDING OVER STRAW.
13. THE CONTRACTOR SHALL THEN INSTALL THE APPROPRIATE BASIN LANDSCAPING IN ACCORDANCE WITH THE APPROVED PLANS, IF APPLICABLE.
FACILITY MAINTENANCE:
MAINTENANCE OF THE DETENTION BASIN IS DRIVEN BY ANNUAL INSPECTIONS THAT EVALUATE THE CONDITION AND PERFORMANCE OF THE FACILITIES. DURING THESE INSPECTIONS
THE FOLLOWING TASKS SHALL BE PERFORMED BY THE CONTRACTOR IN THE FIRST YEAR FOLLOWING INSTALLATION, AND THE OWNER THEREAFTER:
1. MEASURE SEDIMENT ACCUMULATION LEVELS IN THE BASIN.
2. MONITOR THE GROWTH OF THE GROUNDCOVER AND ANY TREES AND SHRUB
THE PRESENCE OF ANY INVASIVE PLANT SPECIES, AS APPLICABLE.
3. INSPECTTHE CONDITION OF STORMWATER INLETS TO THE BASIN FOR MATERI
4. INSPECFTHE BANKS OF UPSTREAM AND DOWNSTREAM CHANNELS FOR EVIDE
THAT MAY UNDERMINE EMBANKMENT INTEGRITY.
5. INSPECT BASIN OUTFALL CHANNEL FOR EROSION, UNDERCUTTING, RIP -RAP DI
6. INSPECT CONDITION OF PRINCIPAL SPILLWAY AND RISER FOR EVIDENCE OF SP
7. INSPECT CONDITION OF ALL TRASH RACKS, REVERSE SLOPED PIPES OR FLASHB
OTHER FAILURES.
8. INSPECT MAINTENANCE ACCESS TO ENSURE IT IS FREE OF WOODY VEGETATIO
9. INSPECT INTERNAL AND EXTERNAL SIDE SLOPES OF THE BASIN FOR EVIDENCE
10. OWNER OR CONTRACTOR SHALL MAKE NEEDED REPAIRS IMMEDIATELY.
FACILITY INSPECTION:
MULTIPLE INSPECTIONS ARE CRITICALTO ENSURE THE BASIN s ARE PROPERLY CO
CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING THE ENGINEER AND INSP
SCHEDULED BY THE CONTRACTOR WITH THE ENGINEER AND INSPECTOR DURING T
1. PRE -CONSTRUCTION MEETING
2. INITIAL SITE PREPARATION (INCLUDING INSTALLATION OF PROJECT E&S CONT
3. EXCAVATION/GRADING (e.g., INTERIM/FINAL ELEVATIONS)
4. INSTALLATION OF THE EMBANKMENT, THE RISER/PRIMARY SPILLWAY, AND TH
4. DETENTION BASIN INSTALLATION (e.g., INTERIM AND FINAL ELEVATIONS)
5. PLANTING PHASE (WITH AN EXPERIENCED LANDSCAPE ARCHITECT PRESENT/DI
6. FINAL INSPECTION (DEVELOP A PUNCH LIST FOR FACILITY ACCEPTANCE)
375 375
EXISTIN
GRADE
�
a
370
30'
370
P
OPOSED
RADE
P
R
S
FI
365
365 c
362
362
Lu Lu
J J
N
0
O
0
O
W W
V'
n
M
h ^
M M
M
M
u-
W W
0+50
PROPOSED io'
WIDE TOP OF DAM
ELEVATION=373.0'
ROPOSED 30' WIDE VE
PRAP LINED EMERGE
�ILLWAY W/4:1 SIDE S
LTER FABRIC UNDERL
TONE DEPTH=22" ). SF
REST ELEV.=372.67'.
BASIN A SPILLWAY
SEE RETAINING WALL
DESIGN, BY OTHERS,
FOR CONSTRUCTION
DETAILS, TYPICAL.
405 405
PROPOSED RETAINING
WALL, TYP.
400 I TYP. 1 I 400
EXISTIN
FOUNDATION,
TYP.
395 X I 395 1 1 395 1 FGcRAoEl ti/I 1395
390
390
390
390
ED
ROPO
GRAD
385
385
385
385
1. 5' MIN.
COVER
A
1.5' MIN
COVER
N
N
380
38o
38o
�)
38o
('
PROPOSED 0120"
I.
CONTECH PERFORATED
-----_
PIPE SURROUND IN
STONE & WRAPPED IN
375
375
A FILTER FABRIC, TYP.
375
375
0120"
INV.-372.35'
)
�
0120"
INV. 372.09'
370
370
F"LUUJ
370
370
W W
w w
w rUi
V1
M
ri
U5
°M M
�t
rn o
M s
l0
M
N n
ni m
m M
V1
of m
00 M
co
r,
m
0+50 0+75
0+50 0+75
UGD A- X-SEC #1 1"Kvr=5) UGD A- X-SEC #2
1 50' (H)
S
OF
NSTRUCTED.
ECTOR
ROLS)
PROPOSEDACCESS
MH W/ S
IRS FOR
PLANTED, AS APPLICABLE. RECORD THE SPECIES AND THEIR APPROXIMATE COVERAGE, AND NOTE
INSPECTION
& MA
NTENAN
E, TYP.
AL DAMAGE, EROSION OR UNDERCUTTING.
PROPOS
D 022o"
PERFORATED
CMP
NCE OF SLOUGHING, ANIMAL BURROWS, BOGGY AREAS, WOODY GROWTH, OR GULLY EROSION
NDERG
OUND DETENTION
SYSTEM
Qa o.5o9%
SPLACEMENT, WOODY GROWTH, etc.
TR. Al
390
ALONG, JOINT FAILURE, LEAKAGE, CORROSION OR OTHER FAILURES.
60"
H w/ LI
OARD RISERS AS APPLICABLE FOR EVIDENCE OF CLOGGING, LEAKAGE, DEBRIS ACCUMULATION OR
RI
=384.0
PR
POSED
II
=371.4
GRADE
N, AND CHECK TO SEE WHETHER VALVES, MANHOLES AND LOCKS CAN BE OPENED AND OPERATED.
SPARSE VEGETATIVE COVER, EROSION, OR SLUMPING.
TR. A14
1.5'
60" M
W/ LID
MIN.
385
BECAUSE THE TIMING OF THE INSTALLATION IS DICTATED BY THE CONTRACTOR, THE
PROPOS
D BASIN
s FLOOR
HALL B
SLOPED
II=
1.00 (030"
A15)
I
PRIOR TO INSTALLATION. MULTIPLE SITE VISITS AND INSPECTIONS ARE REQUIRED TO BE
TO
RAIN TO
HE RISE
(o.S %M
N.) WITH
XISTIN
II=374.
5 (030"
BYPASS)
L
HE FOLLOWING STAGES OF THE DETENTION BASIN'S CONSTRUCTION PROCESS:
POSITIVE
LOPESTHROUGHOUT.
BAST
FLOOR
GRADE
II=377.
0 030"
BYPASS
TO B
LINED
ITH VDO
CL. AI S
ONE (i8"
I
=370.90
DEPTH)
FILTER
ABRICU
DERLAY
ENT TO
/I/I
RED 11
THE RISK
10EOFC CLOGGING.
SIR.
Al2
III
380
E OUTLET STRUCTURE(s).
STR
A8 TO E
ERVE AS
A RISER
RIM=
78.05
RECTING IF APPLICABLE)
STRUCTURE
SEE DE
AILS ON
II=
70.17
ELEVA
ED 030"
HDP
ENCY BYDASS
SHEET
19B. RISER
TO
NCLUDE
I0=
67.17
EMER
A E
0" INNER
DIAME1
ER WITH
PIPES,
INV.=37
.50
All
OPEN TOP&T
SHRACK
TOP OF
WEIR
RIN
=370.75
80.17'
375
PLATE=
10=
362.86 (
k9 015")
TO I
IREVENT
FLOTATION
THE RISER
BAS4
SHALL BE
FIRMLY
IO
364.55 (
7 03011)
E
BEDDED
6" INTO
N 36" THICK
REINFORCED
CONCRETE
o X20 ,
STIR. A6
M
370
RI
=369 20
IN
370
RIFICELOW-17
I
=359.89
NEIR PLATE=372.
0'
I
=359.79
STIR. A4
PR
POSED E
LEVATEE
STIR. A7
OUTFALL
ST p
OF 036
STIR. A
5
30" INV.
OUT=371.97'
6U" MH
CARRYII
4G LARGER
STORIv
EVENTS
HOPE
22.05
LF O
036"
RIM
363.70
(60.40
F OF 03
" HOPE
8.50%
DPE @ 1
700%
365
II
359.09
ROPOSE
D LOWE 030" HD
E
365
IO
358.99
INV.=
RIMARY
OUTFALL
366.00
STIR. A111
3. 2 LF a,
23. o )
60" MH
CON
F-RA-CfOF
SHALL
INSTAL
16.116
LF OF
36"
RIM_358.71
]EMBANKMENT
N ACC
w/ TH
F
0
H
PE @ 4.
0%
I�p,°(°
y.�Q-�
POSED
DOT
I
=358.
UU-yr
10-yr PEAK
HEAK WSE-
WS
PR
NO �@I
OT CL. At
STD. E
-1
STR Ja
5
btN
=371.4
JCY
36o
V.= 35
STR.
3
14
LF
F 030"
2-yr PEAK
WS
-370.81
360
.25'
ST
. Al
.00
1- r P
AK WSE
370.6
_OPES &
AYMENT
71.92 LF
OF 030'
0.50%
HOPE @
.50° /o
PROPOSED 06" HOPE STUB PIPE @ 0.50% WITH VDOT STD. EW-12 HEADWALL.
ILLWAY
HOPE
CONTRACTOR TO INSTALL A MANUFACTURED STEEL WEIR PLATE WITH A LOW -FLOW
o
PROF
OSED ST
. Aq, LOWER
OUT
ALL (q&E
o
CUT-OUT IN LIEU OF THE SPECIFIED TYPICAL FLATTENED 'EXPANDED STEEL MESH'.
-
EW-12 HEADWALL OPENING TO BE COVERED WITH A LANE ENTERPRISES TRASHRACK,
N
LF
F025"
DPE o.
o9b)CAR CARRYING
E
TREATM
NT VOL
ME FLO
TO LEV
L
OR EQUIVALENT. SEE SHEET 19B FOR EW-12 HEADWALL & TRASHRACK DETAIL.
355
APPROX. LOCA ION OF
.
X. 021"
SPRE
DER W.
1=362.80'
10=362.4
)
355
L INV 354.74
. A MIN.
SEPARATION
OF 1.5' IS REQ'D
W Lu
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n
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0O
0ntlD
01
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N
M
010
J
W
W
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6
O
ltC6
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N
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N
M
w
M
W
'oM
l0M
M
rn
rn
0)
M^
W u-
f
0+50 1+00 1.+50
PROPOSED FLAT VDOT CLASS Al, EC-1
RIPRAP OUTLET PROTECTION W/ GEOTEXTILE
FILTER FABRIC UNDERLAYMENT. FABRIC TO
BE KEYED INTO EX. GROUND 9" MIN. AT ENDS
& ALONG PERIMETER. FABRIC TO OVERLAP A
MIN. OF 9" (OP L=64', W1=9', W2=16', D=18")
2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+oo
UGD SYSTEM A AND BASIN A
PROFILE SCALES
1"=5' (V)
1"=50'(H)
6+5o 7+00
NOTE: 0120" WEIR PLATE DETAIL
WEIR PLATE TO BE SECURELY
BOLTED, OR SIMILARLY FASTENED, (UNDERGROUND DETENTION SYSTEM' A')
TO THE DETENTION SYSTEM. SCALE:1"=5'
OVERFLOW WEIR IS HYDRAULICALLY 7.73' ELEV.=382.00'
EQUIVALENTTO AN ORIFICE WITH AN (TOP OF PIPE)
APPROX. DIAMETER OF 022.24"
INSTALL TRASH RACKS ON ALL -
ORIFICES, TYP. SEE SHEET ig6
FOR THE WEIR PLATE'S
TRASHRACK ON THE LOW -FLOW
ORIFICE, OR EQUIVALENT.
MANUFACTURE / INSTALL ONE (1) 03" LOW -FLOW -
ORIFICE
IN THE STEEL WEIR PLATE AT THE LOW POINT C
THE DETENTION SYSTEM (INVERT ELEVATION 372.00')
UNDERGROUND DETENTION SYSTEM 'A' STORAGE TABLE
NFORCED 12 GA.
STEEL PLATE
OF
(E)
(F)
(G)
Facility Elevations
Area of 120"
UGD System
Void Space of
Area of Stone
Storage Area in
Total UGD System
(ft)
Perforated CMP (sf)
Footprint (sf)
Stone (%)
(Sf)
Stone (cf)
Storage Area (sf)
371.50
0
3,321
40%
3,321
1,328
1,328
372.00
0
3,321
40%
3,321
1,328
1,328
372.50
1,500
3,321
40%
1,821
728
2,228
373.00
2,000
3,321
40%
1,321
528
2,528
373.50
2,291
3,321
40%
1,030
412
2,703
374.00
2,449
3,321
40%
872
349
2,798
374.50
2,500
3,321
40%
821
328
2,828
375.00
2,449
3,321
40%
872
349
2,798
375.50
2,291
3,321
40%
1,030
412
2,703
376.00
2,000
3,321
40%
1,321
528
2,528
376.50
1,500
3,321
40%
1,821
728
2,228
377.00
0
3,321
40%
3,321
1,328
1,328
377.50
0
3,321
40%
3,321
1,328
1,328
378.00
0
3,321
40%
3,321
1,328
1,328
378.50
0
3,321
40%
3,321
1,328
1,328
379.00
0
3,321
40%
3,321
1,328
1,328
DRY BASIN 'A' STORAGE TABLE
(H)
(I)
Facility Elevations
Area of Contours
(ft)
(Sf)
363.0
88
363.5
197
364.0
371
364.5
578
365.0
815
365.5
1,081
366.0
1,368
366.5
1,675
367.0
1,995
367.5
2,220
368.0
2,426
368.5
2,672
369.0
2,924
369.5
3,189
370.0
3,518
370.5
3,816
371.0
4,117
371.5
4,437
372.0
4,762
372.5
5,099
373.0
5,448
I&A
SCOTT/R. CD'LLINSZ
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Lic. No. 035791 D
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JOB NO.
182150
SCALE
AS SHOWN
SHEET NO.
168
r
UNDERGROUND DETENTION SYSTEM (UGD)'A' &'B' REQUIREMENTS
CONTRACTOR REQUIREMENTS:
i. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LAYOUT OF ALL WORK COVERED UNDER THESE PLANS.
2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND NOTIFY THE DESIGNER OF ANY VARIANCE FROM THE PLAN.
3. REFER TOTH E APPROVED FINALS ITE PLAN FOR ANY DETAILED SITE INFORMATION.
4. ALL WORK SHALL BE COORDINATED WITH OTHER PARTIES.
5
MINOR FIELD ADJUSTMENTS MAYBE NECESSARY DUE TO SITE CONDITIONS. MAJOR ADJUSTMENTS MUST BE APPROVED BY THE DESIGNER.
GENERAL CONSTRUCTION SEQUENCE NARRATIVE
i. THE CONTRACTOR SHALL ASSEMBLE CONSTRUCTION MATERIALS ON -SITE MAKING SURE THEY MEET DESIGN SPECIFICATIONS AND ARE PREPARED AT
STAGING AREAS WHEN POSSIBLE.
2. THE CONTRACTOR SHALL CLEAR AND STRIP THE PROJECT AREA IF REQUIRED TOTH E DESIRED SUB -GRADE.
3. CONTRACTOR SHALL EXCAVATE THE TRENCH.
4. THE TRENCH FOR THE UGD SYSTEM SHALL EXTEND 3' BEYOND THE PIPES' SPRINGLINES.
5. CONTRACTOR SHALL WRAP THE EXCAVATED TRENCH WITH A 6 OUNCE FILTER FABRIC CLOTH. A SUITABLE FOUNDATIONS SHALL BE BENEATH THE TRENCH's
FILTER CLOTHS.
6. TRENCH TO INCLUDE A 6"#57 STONE BED AT 95% COMPACTION BENEATH THE STORM PIPES.
7
CONTRACTOR SHALL INSTALL THE UGD DETENTION SYSTEM, INCLUSIVE OF THE OUTFALLS AND ALL OF THE ASSOCIATED STRUCTURES.
8. TRENCH SHALL BE BACKFILLED WITH COMPACTED #57 STONE IN 8" LIFTS AND SHALL EXTEND 6" VERTICALLY ABOVE THE CROWNS OF THE PIPES.
THE TOP OF THE # STONE SHALL BE COVERED WITH A 6 OUNCE FILTER FABRIC CLOTH OVERLAPPING THE PREVIOUSLY INSTALLED CLOTH THAT
9 57 ,
SURROUNDS THE BOTTOM AND SIDES OF THE TRENCH.
io. SUITABLE FILL REACHING THE FINISHED GRADE SHALL BE APPLIED ABOVE THE TOP LAYER'S FILTER CLOTHES, MEETING MINIMUM PIPE MANUFACTURER'S
REQUIREMENTS TO PREVENT FLOATATION AND ENSURING PIPE INTEGRITY IS MAINTAINED.
11. A MINIMUM COVER OF 28" IS REQUIRED ABOVE THE CROWN OF THE DETENTION SYSTEM's PIPES. THE MINIMUM 6"OF#57 STONE ABOVE THE CROWN OF THE
PIPES CAN BE PART OF THE MINIMUM 18" OF COVER.
12. SEETHE MANUFACTURER'S SPECIFICATIONS FOR ADDITIONAL UNDERGROUND DETENTION SYSTEM REQUIREMENTS.
INSPECTIONS DURING CONSTRUCTION:
CONSTRUCTION INSPECTIONS ARE CRITICAL TO ENSURE THE UNDERGROUND DETENTION SYSTEM IS PROPERLY BUILT. BECAUSE THE TIMING OF THE
INSTALLATION IS DICTATED BY THE CONTRACTOR THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING THE ENGINEER COUNTY INSPECTOR AND
CONTECH REPRESENTATIVE PRIOR TO INSTALLATION. CONTECH,OR AN EQUIVALENT PIPE MANUFACTURER SHALL BE CONTACTED WELL AHEAD OF THE
CONSTRUCTION START DATE TO ENSURE ADEQUATE LEAD TIME FOR MATERIALS AND DELIVERY. MULTIPLE SITE VISITS AND INSPECTIONS ARE REQUIRED TO BE
SCHEDULED BY THE CONTRACTOR, WITH THE ENGINEER, COUNTY INSPECTOR & PIPE MANUFACTURER, DURING THE FOLLOWING STAGES OF THE UNDERGROUND
DETENTION SYSTEM CONSTRUCTION PROCESS:
i. PRE -CONSTRUCTION MEETING
2. INITIAL SITE PREPARATION (INCLUDING INSTALLATION OF PROJECT E&S CONTROLS)
3. EXCAVATION/GRADING(E.G., INTERIM/FINAL ELEVATIONS).
4. WHEN THE DETENTION PIPE SUBGRADE IS READY FOR PIPE CONSTRUCTION, BUT BEFORE STONE BEDDING IS INSTALLED.
5. AFTER STONE BEDDING IS PLACED AND COMPACTED, BUT PRIOR TO PIPE INSTALLATION.
6. ATTHE TIME OF THE PIPE INSTALLATION.
7. AFTER PIPE INSTALLATION, BUT PRIOR TO PLACING BACKFILL & FILL OVER THE SYSTEM.
8. FINAL INSPECTION (DEVELOP A PUNCH LIST FOR FACILITY ACCEPTANCE)
PLEASE ALSO SEE BELOW, UNDER FACILITY MAINTENANCE, FOR REQUIRED INSPECTIONS AFTER INSTALLATION IS COMPLETE.
INSPECTIONS & MAINTENANCE AFTER CONSTRUCTION:
THE FOLLOWING MAINTENANCE TASKS SHALL BE PERFORMED BY THE CONTRACTOR IN THE FIRSTYEAR FOLLOWING THE INSTALLATION OF THE UNDERGROUND
DETENTION SYSTEM.
i. FOR THE FIRSTYEAR FOLLOWING CONSTRUCTION, THE SITE SHALL BE INSPECTED BY THE CONTRACTOR QUARTERLY AND AFTER STORM EVENTS THAT
EXCEED 21NCH OF RAINFALL.
2. THE CONTRACTOR SHALL LOOK FOR BARE OR ERODING AREAS IN THE CONTRIBUTING DRAINAGE AREA AND AROUND THE UNDERGROUND DETENTION
SYSTEM AND MAKE SURE THEY ARE IMMEDIATELY STABILIZED. CONTRACTOR SHALL SPOT RESEED AS NECESSARY AND ENSURE ADEQUATE SITE COVERAGE
IS PROVIDED WITHIN THE FIRSTYEAR. ATTHE QUARTERLY INSPECTIONS, AND AFTER EACH RAINFALL EVENT IN EXCESS OFF', THE CONTRACTOR SHALL
PERFORM THE ANNUAL MAINTENANCE TASKS DESCRIBED BELOW IN #3.
AFTER THE FIRSTYEAR THE OWNER SHALL PERFORM FOLLOW-UP INSPECTIONS ANNUALLY, AND AFTER EACH SIGNIFICANT RAINFALL EVENT:
3. A SPRING MAINTENANCE INSPECTION AND CLEANUP SHALL BE CONDUCTED ANNUALLY. THE MAINTENANCE PROGRAM FOR THE UNDERGROUND DETENTION
SYSTEM SHALL INCLUDE CLEANING IT ANNUALLY OF TRASH, DEBRIS & SEDIMENT AND ENSURING THE INTEGRITY OF THE TRASH RACKS AND OUTFALL &
INFLOW PIPES. THE OWNER SHALL ENSURE THE SYSTEM IS OPERATING AS INTENDED AND IS NOT CLOGGED OR DAMAGED. THE OWNER SHALL IMMEDIATELY
CLEAN & REPAIR THE FACILITY AS NECESSARY AND SHALL PAY SPECIAL ATTENTION TO THE INLET AND OUTLET LOCATIONS. THE ACCESS MANHOLES SHALL
BE USED FOR INSPECTION AND MAINTENANCE.
GENERAL SWM NOTES:
i. STATE APPROVED TRASH RACKS SHALL BE INSTALLED ON ALL ORIFICE OPENINGS. SEE DETAILS IN THIS PLAN SET, OR
EQUIVALENT, FOR DESIGN.
2. CONCRETE FOUNDATIONS SHALL BE INSTALLED ON ALL RISER STRUCTURES MEETING MINIMUM VESCH .1 SPECIFICATIONS.
3 4
3. CONTRACTOR SHALL HIRE ATHIRD PARTY GEOTECHNICAL ENGINEER TO ENSURE THE EMBANKMENTS ARE STRUCTURALLY
SOUND. THE EMBANKMENTS SHALL HAVE A COMPACTED CLAY CORE WITH A CUTOFFTRENCH & BE IN ACCORDANCE WITH THE
DETAILS SHOWN IN THIS PLAN SET. ALL EXISTING AND PROPOSED FILL MATERIAL AND PROPOSED CONSTRUCTION SHALL BE
APPROVED BYAN ONSITE GEOTECHNICAL ENGINEER PRESENT DURING THE CONSTRUCTION OF THE EMBANKMENTS AND FILL
AREAS AND PRESENT DURING THE CORE SAMPLING.
. THE DOWNSTREAM EMBANKMENT SIDE SLOPES OF ALL PERMANENT FACILITIES SHALL HAVE A MAXIMUM :1 SLOPE.
4 3
. THE GENERAL CONTRACTOR RD PARTY GEOTECHNICAL ENGINEER AND STRUCTURAL ENGINEER DESIGNING THE RETAINING
5 3
WALLS SHALL WORK TOGETHER TO ENSURE THE SWM FACILITIES AND RETAINING WALLS DO NOT UNDERMINE EACH OTHER.
THESE PARTIES SHALL ENSURE THE STRUCTURAL INTEGRITY OF THE WALLS AND SWM FACILITIES ARE MAINTAINED.
0120" WEIR PLATE DETAIL
UNDERGROUND DETENTION SYSTEM 'B'
NOTE: WEIR PLATE TO BE SECURELY SCALE:i"=5'
BOLTED, OR SIMILARLY FASTENED,
TO THE DETENTION SYSTEM.
7.73' ELEV.=382.00'
(TOP OF PIPE;
OVERFLOW WEIR IS HYDRAULICALLY ELEV.=380.17'
EQUIVALENTTO AN ORIFICE WITH AN
APPROX. DIAMETER OF 021.24"
INSTALLTRASH RACKS ON ALL -
ORIFICES, TYP. SEE SHEET i9B
FOR THE WEIR PLATE's
TRASHRACK ON THE LOW -FLOW
ORIFICE, OR EQUIVALENT.
NFORCED 12 GA.
STEEL PLATE
ELEV.=372.00'
(BOTTOM OF F
MANUFACTURE / INSTALL ONE (i) 0io" LOW -FLOW
ORIFICE IN THE STEEL WEIR PLATE ATTHE LOW POINT OF
THE DETENTION SYSTEM (INVERT ELEVATION 372.00)
390
390
NOTE:
PROPC
SED ACC
SS MH
STAIRS
ANY DFU1NAGE
S
TRUCTU
E WITH
k DROP IN
EXCES
3 OF 4'V
ERTICAL
Y SHALL
HAVE
FOR IN
PECTIO
& MAINI
ENANCE
A 1" THI
K STEEL
PLATE A
T THE BOTTOM
01
THE ST
kUCTURE,
TYPICA
.
385
385
till
60"1312
MH
RI
387.50
I
=371.8
I
=371.3
ELEVATE)
030"
DS/
EMERGE EMERGENCY
BYP
38o
S
R. BB10
III
380
��
PIPES, I_.
0'
RIBU-
=387.22
I
-368. 14
I
=366.64
STR. BE
TOP
OF WEIR
PLATE=
80.17'
io6.8i'C
F 036"
375
1HDPE
@
3.0%
375
STIR.
BEI TO SERVE
AS A RISER
STRUCTURE.
SEE DETAILS ON
RECESSED
SHE
19B. R
SER TO INCLUDE
RADE
A 60"
NER DI
METER WITH A
OPEN T
DP & TRASHRACK
TR. BB8
RIM-361.33
66" MH
010" LOW
-FLOW
370
II=349.
5 (06" RIFICE)
RI
=366.5
NV. IN
370
ORIFICE
I0=3
6.50 (BIBS
36
II
360.79
WEIR PL
3E=372
00'
IO
357.04
030" IN
.OUT=3
1.9T
10
-yr PEAK
WSE
362.56
1
-yr PEAK
WSE
361.64
365
ROPOS
50' WID
VDOT
. Al RIPR
P LINED
EMERGENCY
- PEAK
WSE
359.57
STIR. BB1
, PROPO
ED LOW
R
365
SPIL
AY w
1 SIDE S
OPES & FILTER
FABRIC
-�
030" HD
E PRIMA
Y OUTF
LL
UND
RLAYME
T(STONE
DEPTH
a").SPILLWAY
C
EST
/
10.0
1.0
LEV.=362
33'. (io'
IDE TOP
F DAM
LEV.=364
00')
',/-/,I/
PROPOSED
S
VDOT
D. EW-1
^
PROPOS
D 0i2o"
ERFORA
ED CMP
CONTRACTOR
SHALL
INSTALL
/�
-STR.El
YNDERGR
OUND OF
TENTION
SYSTEM
@o.5o%
EMBAN<MENTII
w/ THE
51-54' 0
036"
ACCORDANCE
DI
SIGN S
OWN ON THESE
PLANS.
HDPE @11.40%
36o
TR. BB4
360
RI
-357.33
(MH2-11
I.A). A
I
=345.40
MIN. SE
ARATIO
I
=344.65
OF 1.0'
S REDID
APPROX.
LOCA
ION OF
EX. 021"
STR.BB7
DIPS
IL (INV=
50.42t
. A MIN.
r?
20.00' O
036"
355
SEPARATION
OF 1.0' IS
REQ'D
'
HDPE Qa
.50%
355
INV. OU
=356.14'
XISTING
STR. BBz
RADE
60" MH
CONTRA
OR SH
NILL REPLACE
STE
L WEIR
PLATE ATTACHED
TO THE RISER
WIT
A
STEEL
RIM=348.0o
E
IN
=343 66
STABILIZED,
OR
HEN TIE
ESC INSPECTO
DIRECT
THE OWNER
(W
ICHEVE
INV O
T=34316
COMES
IRST). P
OPOSE
WE P
ATE BELOW
IS SIZED
FORBLOCKS
16 & 17
NEW
350
WEIR P
EISSZEDFORBLOCKE
16&171ANDTHRPORTIO\IOFFUIUREBLCCK18
1
350
SHOWN
ON THESE
PLANS.
NEW WE
IR PLATE
TO INC
UDE A 1
U" LOW
FLOW ORIFICE
PROPOSED
VDOT
(INVERT
350.00
, OR A 1
a" x 1-a"
SQUARE
OPENIN
WITH
N INVER
OF 350
00.
D. ES-1
s
INV. OU
343.00'
SLOPED
ODRAI
TOTHE
ISER(o.5
MIN.)
1345
345
WITH PO
ITIVESL
PESTH
OUGHO
T.
CONTRA
OR SH
LL INST
NILL A 12
x12" MA
14UFACTL
RED STEEL
WEIR
82.8o'61
036..'
PLATE O
ER THE
ISER's
6" LOW
FLOW ORIFICE
OPENING.
WEIR PLATE
VSTR.
STR. BB
HDPE La11.30%
TO INCLUDE
A 1 3"
a LOW-F
OW ORI
ICE IN
(
ERT=35
.00 O
),
A 1-9i
is
1-9i
ie
49-05TM
3
RE
OPENING
WITH A
IN
350.00.
TE's
OPENHV
HDPE Cal
2.1o%
WILL DIRECT
RUNOFF
INTO
THE R
SER's 0
" ORIFICE.
A LAN
ENTERPRISE
7.85' OF
036"
TRASHIRU
ICK, OR
EQUIVALENT,
SHIA
ILL BE IN
TALLED
OVER TH
E WEIR I
LATE
340
HDPE
2.0%
& AFFIXE
D TO THE
RISER.
SEE LAN
= ENTER
RISE TR
NSHRACPDETAIL
ON
340
TO F
REVENT
FLOTATIC
N THE RISER
BASE
SHALL BE
FIRMLY
SHEET 1
B. NOTE,
TO REE
LICE THE
RISK OF
CLOGGI
IIG THE
ONTRA
OR
EIV
BEDDED
"INTO
36"THI
K REINF
RCED C
NCRETE
SHALL I
STALL A
10'Lx10'
x12"D
L. AI RIPRAP
LINED
STONEPIT
WI
H A
FOU
DATION
HAT IS 1
'x1o', AN
BURIED
BELOW
ROUND.
FILTER F
NBRIC Ul
IDERILAYMENT
AT
THE RIS
R's LOW
FLOW O
RIFICE
PROPOSE
DFLAT VDOT
CLASS
ET PROTECTION
(T0
ki, EC-1 RI
RAP OUT
LOW-FLC
W Cl
WHE14
DIRECI
LY BELOW
THE L
W-FLO
ORIFICE
&
ELEV: 34
.00')w/G
OTEXTILE
ILTER FA
RIC LINDE
LAYMENT
FABRICTO
TRASH
CK.
335
BE KEYED
NTO EX. GROUND
9"
MIN. AT
IDS & AL
NG PERIM
TER.
335
FABRICTC
OVERLAPA
MIN. OF9"
OPL=
30' W1=9
W2=17'
=18"
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w w
0+50 1+00 1+50 2+00
PROFILE SCALES
1"=5' (V)
1"=50'(H)
2+50 3+00 3+So 4+00 4+50 5+00
UGD SYSTEM B AND BASIN B
' �
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0120" INV. '
UNDERGROUND DETENTION SYSTEMV PROPOSED ACCESS w/STAIRS FOR
& DRY DETENTION BASINBDETAIL: INSPECTION
&MAINTENANCE, TYP.
SCALE 1"=30' 0120" INV. 37259' .
0120" INV. 372.53'
CONTRACTOR SHALL CALL THE COUNTY INSPECTOR &
ENGINEERING DEPARTMENT 2 -HOURS BEFORE ANY 0120" NV. 3746'
ANTICIPATED CONSTRUCTION ACTIVITIES FOR THE BMPs. THIS
IS INCLUSIVE OFWHEN THE UNDERGROUND DETENTION
SYSTEM SUBGRADE I READY FOR PIPECONSTRUCTION, B T
BEFORE STONE BEDDING ISINSTALLED. 0120"INV. 01
01
0120" INV. 372.20
0120" INV37214
22.00' OF 0120"
CMPQ 0.50%, TYP.
DEPROPOSELEVATED 030" HDPEL EMERGENCY OUTFALL
(14.75 LF, 11=379 5010-379.00)
PROPOSED YLMERGENCOUFAL
(12. oLF 11=37 50, 10=374
PROPOSED 06o"MH WITH
STEEL PLATE, RIM=386.0o-
PROPOSED 036" HOPE
EMERGENCY OUTFALL
(485 LF, 11=372.00, 10=372.87) ST. BEI
EXISTING WETLANDS TO E°
R EBVEQSTEERREMAIN UNDISTURBED,
TYPSLOPES TYPIf
I ST B8
4
All
PROPOSED'WIDETOP
) iI
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0120" INV. 372.03'
'
LOWER
Ow
' iL OUTFALL
ID
•
IINN
I
I
r
38 \
4
\ 1 \
382 /
s sIS s s
5-
/
I
T$-
I
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L1i==1l
1l_�lI
I
I W-
-#
\\
DD(11
10
PROPOSED OF DAM ELEVATION=364.0PROPOSED VDOT SWM
STD. EW-1
GREENWAY, TYP. PROPOSED VARIABLE
\
'WIDTHSWM"& I I ( 1 W ACCESS ESMT// I I III- II
\ \ PROPOSED FLAT VDOT CLASS Al, EC-1 `.., _ / / / I _ C� /
RIPRAP OUTLET PROTECTION (TOP
\ \ \ ELEV. 343.00')w/GEOTEXFILTER
FABRIC UNDERLAYMENT. FABRIC TO BE
\ \\ I KEYED INTO EX. GROUND 9 MIN. AT III III
ENDS&ALONG PERIMETER. FABRICTO i R'eB STIR. B2 ' IIL= -
\ . OVERLAP A MIN. OF 9" (OP L=130, I +00 III
\ , , IL11_0- D_,Q,,, -III
2x00 I �f/
� 3
STIR. BB4
I I I s
i
SEE THIS SHEET FOR
PROPOSED VDOT
SCALED PROFILES OF
ISTD. ES-1 \ THE ALIGNMENTS (TYP.)
( � V
III \ PRO RIPRAP LINED VDOT IP
SPILLWAY w/ 4:1 SID SLOPES &
1 FILTER FABRIC UNDERLAYMENT+]
\ / (STONE EPTi2").SPILLW Y
R T E♦\EV� 62.3 '.
I
/SIrR. BB6
V.
S \`
IED 66'x6o" ULVERTIH
SEPARATE SE LANS)
10' WIDE GRADED, GRASS LINED ACCESS ROAD �I
FOR POTENTIAL MAINTENANCE. ACCESS
35 �_ v ROAD ENCASED IN VAR. WIDTH SWM &
= ACCESS EASEMENT. ROAD TO EXTEND FROM
-34 . PUBLIC RIGHT-OF-WAY TO THE SYSTEM.`s /
35z \ \
PROPOSED So'WIDE VDOT CL. Al
RIPRAP LINED EMERGENCY SPILLWAY
& FILTER FABRIC UNDERLAYMENT
(STONE DEPTH=12"). SPILLWAY
365 CREST ELEV.=362.33'. 365
Q
^
�
v'
36o
36o
50'
ROPOS
D
EXISTNG
GRADE
GRA
E
355
355
0)
MM O
MNM
E,L�
N
D
M
PROPOSED id
WIDE TOP OF DAM
ELEVATION=364.0'
5+50 6+oo 6+50 7+00 7+25 0+50 0+75
BASIN B SPILLWAY
UNDERGROUND DETENTION SYSTEM 'B'STORAGE TABLE
10 r
I T u
I �
360
PROPOSED BASIN s FLOOR.
SHALL BE SLOPED TO DRAIN TO
J� THE RISER (o.5% MIN.) WITH
1 POSITIVE SLOPES THROUGHOUT.
in
3/
x.
II PROPOSED STIR. BB6 TO SERVE AS THE
/ RISER STRUCTURE. RISER TO INCLUDE A
TOP TRASHRACK AND A LOW -FLOW ORIFICE
THAT CONTAINS A STEEL WEIR PLATE &
TRASHRACK. SEE THE PROFILE ON THIS
j EESHEET �F,yO�R A//DDDITIONAL INFORMATION.
//,-X // 1. //r
TO PREVENT FLOTATION THE RISER /
BASE SHALL BE FIRMLY EMBEDDED 6
INTO A 36" THICK REINFORCED
CONCRETE FOUNDATION THAT IS
l io'x10', AND BURIED BELOW GROUND.
it ems:.
(E)
(F)
(G)
(A)
(B)
(C)
(D)
C-B
DxE
B+F
FacilityElevations
Area of 120"
UGD System
Y
Void Space of
P
Area of Stone
Storage Area in
g
Total UGD System
Y
(ft)
Perforated CMP (sf)
Footprint (sf)
Stone (%)
(Sf)
Stone (cf)
Storage Area (sf)
371.50
0
3,960
40%
3,960
1,584
1,584
372.00
0
3,960
40%
3,960
1,584
1,584
373.00
1,842
3,960
40%
2,118
847
2,689
374.00
2,456
3,960
40%
1,504
602
3,058
375.00
2,814
3,960
40%
1,146
459
3,272
376.00
3,008
3,960
40%
952
381
3,389
377.00
3,070
3,960
40%
890
356
3,426
378.00
3,008
3,960
40%
952
381
3,389
379.00
2,814
3,960
40%
1,146
459
3,272
380.00
2,456
3,960
40%
1,504
602
3,058
381.00
1,842
3,960
40%
2,118
847
2,689
382.00
0
3,960
40%
3,960
1,584
1,584
383.00
0
3,960
40%
3,960
1,584
1,584
\ ) C/
DRY BASIN 'B' STORAGE TABLE
(H)
(1)
Facility Elevations
Area of Contours
(ft)
(Sf)
350
2,672
352
3,816
354
5,127
356
6,609
358
8,268
360
10,105
362
12,089
364
14,178
►I
SCOTT R. CD'LLINS'Z
Lic. No. 035791,E
4'
2422
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-YEAR DESIGN STORM. � 1 / � � `� I J� s (` � I\ � � � � �� \ \ \ •�\\\....
NOTE:
THE CONSTRUCTION OF THE PHASE II POLO GROUNDS ROAD
IMPROVEMENTS (PROVIDED UNDER A SEPARATE PLAN) IS REQUIRED
PRIOR TO THE ISSUANCE OF CERTIFICATES OF OCCUPANCIES FOR
BLOCKS 16 & 17 OF BROOKHILL. THE POLO GROUNDS ROAD PHASE II
IMPROVEMENTS ARE SHOWN ON THESE PLANS AND PROVIDE
ACCESS TO BLOCKS 16 & 17 AND OUTFALL SUBAREA'C'.
III
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JOB NO.
182150
SCALE
1 "=30'
SHEET NO.
18
HUGGER
SINGLE BAR, BAND FLAT GASKET
BOLT AND STRAP (SBBS)
liiiliiilii
FLAT GASKET
CONNECTION DETAIL
(SBBS)
2 2/3"xl/2" RE -ROLLED END HEL-COR PIPE
GENERAL NOTES:
1. JOINT IS TO BE ASSEMBLED PER AASHTO BRIDGE CONSTRUCTION SPECIFICATION SEC 26.4.2.4.
2, BAND MATERIALS AND/OR COATING CAN VARY BY LOCATION. CONTACT YOUR CONTECH REPRESENTATIVE FOR AVAILABILITY.
3. BANDS ARE SHAPED TO MATCH THE PIPE -ARCH WHEN APPLICABLE.
4. BANDS ARE NORMALLY FURNISHED AS FOLLOWS:
• 12" THRU 48" 1-PIECE
• 54" THRU 96" 2-PIECES
• 102" THRU 144" 3-PIECES
5. BAND FASTENERS ARE ATTACHED WITH SPOT WELDS, RIVETS OR HAND WELDS.
8. ALL CMP IS REROLLED TO HAVE ANNULAR END CORRUGATIONS OF 2 2/3"x1/2"
7. DIMENSIONS ARE SUBJECT TO MANUFACTURING TOLERANCES.
8. ORDER SHALL DESIGNATE GASKET OPTION, IF REQUIRED (SEE DETAILS ABOVE).
H-12 HUGGER BAND DETAIL
NOT TO SCALE
20 MIL PE
IMPERMEABLE
LINER OVER
TOP OF PIPE LIMITS OF
(IF REQUIRED) REQUIRED
BACKFILL
41270TYP. 36" TYP. 36" SEE TYPICAL
BACKFILL DETAIL
NOTES
TYPICAL SECTION VIEW
NOT TO SCALE
NOTE: IF SALTING AGENTS FOR SNOW AND ICE REMOVAL ARE USED ON OR NEAR THE
PROJECT, A GEOMEMBRANE BARRIER IS RECOMMENDED WITH THE SYSTEM. THE
GEOMEMBRANE LINER IS INTENDED TO HELP PROTECT THE SYSTEM FROM THE
POTENTIAL ADVERSE EFFECTS THAT MAY RESULT FROM A CHANGE IN THE
SURROUNDING ENVIRONMENT OVER PERIOD OF TIME. PLEASE REFER TO THE
BACKFILL REQUIREMENTS FOLLOW THE GUIDELINES OF AASHTO LRFD BRIDGE DESIGN (SEC 12)AND CONSTRUCTION (SEC 26)
1 MINIMUM TRENCH WIDTH MUST ALLOW ROOM FOR PROPER COMPACTION OF HAUNCH MATERIALS UNDER THE PIPE.
THE MINIMUM TRENCH WIDTH (12.6.6.1):
PIPEs 12": D + 16"
PIPE > 12": 1.51D + 12"
1a MINIMUM EMBANKMENT WIDTH (IN FEET) FOR INITIAL FILL ENVELOPE (12.6.6.2):
PIPE < 24•: 3.0D
PIPE 24"-144 D+4'0"
PIPE > 144": D + 10'0"
2 THE FOUNDATION UNDER THE PIPE AND SIDE BACKFILL SHALL BE ADEQUATE TO SUPPORT THE LOADS ACTING UPON IT (26.5.2).
3 BEDDING MATERIAL SHALL BE A RELATIVELY LOOSE MATERIAL THAT IS ROUGHLY SHAPED TO FIT THE BOTTOM OF THE PIPE, AND A
MINIMUM OF TWICE THE CORRUGATION DEPTH IN THICKNESS, WITH THE MAXIMUM PARTICLE SIZE OF ONE-HALF OF THE CORRUGATION
DEPTH (26.3.8.1, 26.5.3).
4 CORRUGATED STEEL PIPE (CSP / HEL-COR).
5 HAUNCH ZONE MATERIAL SHALL BE HAND SHOVELED OR SHOVEL SLICED INTO PLACE TO ALLOW FOR PROPER COMPACTION (26.5.4).
5a INITIAL BACKFILL FOR PIPE EMBEDMENT TO MEET AASHTO A-1, A-2 OR A-3 CLASSIFICATION, OR APPROVED EQUAL, COMPACTED TO 90%
STANDARD PROCTOR (T 99). MAXIMUM PARTICLE SIZE NOT TO EXCEED 3" (12.4.1.2). ALL LIFTS PLACED IN A CONTROLLED MANNER. IT IS
RECOMMENDED THAT LIFTS NOT EXCEED AN 8" UNCOMPACTED LIFT HEIGHT TO PREVENT UNEVEN LOADING, AND THE LESSER OF 1/3
THE DIAMETER OR 24" AS THE MAXIMUM DIFFERENTIAL SIDE -TO -SIDE (26.5.4).
6 INITIAL BACKFILL ABOVE PIPE MAY INCLUDE ROAD BASE MATERIAL (AND RIGID PAVEMENT IF APPLICABLE). SEE TABLE ABOVE.
6a TOTAL HEIGHT OF COMPACTED COVER FOR CONVENTIONAL HIGHWAY LOADS IS MEASURED FROM TOP OF PIPE TO BOTTOM OF
FLEXIBLE PAVEMENT OR TOP OF RIGID PAVEMENT (12.6.6.3).
7 FINAL BACKFILL MATERIAL SELECTION AND COMPACTION REQUIREMENTS SHALL FOLLOW THE PROJECT PLANS AND SPECIFICATIONS
PER THE ENGINEER OF RECORD (26.5.4.1).
NOTES:
• GEOTEXTILE SHOULD BE CONSIDERED FOR USE TO PREVENT SOIL MIGRATION INTO VARYING SOIL TYPES (PROJECT ENGINEER).
• FOR MULTIPLE BARREL INSTALLATIONS THE RECOMMENDED STANDARD SPACING BETWEEN PARALLEL PIPE RUNS SHALL BE PIPE DIAJ2
BUT NO LESS THAN 12", OR 36" FOR PIPE DIAMETERS 72" AND LARGER.
• CONTACT YOUR CONTECH REPRESENTATIVE FOR NONSTANDARD SPACING (TABLE C12.6.7-1).
TYPICAL BACKFILL DETAIL
NOT TO SCALE
TEMPORARY COVER FOR
CONSTRUCTION LOADS
HEIGHT OF
COVER
CONSTRUCTION LOADS
FINISHED
GRADE
FOR TEMPORARY CONSTRUCTION VEHICLE LOADS, AN EXTRA AMOUNT OF COMPACTED COVER MAY BE REQUIRED OVER
THE TOP OF THE PIPE. THE HEIGHT -OF -COVER SHALL MEET THE MINIMUM REQUIREMENTS SHOWN IN THE TABLE BELOW.
THE USE OF HEAVY CONSTRUCTION EQUIPMENT NECESSITATES GREATER PROTECTION FOR THE PIPE THAN FINISHED
GRADE COVER MINIMUMS FOR NORMAL HIGHWAY TRAFFIC.
AXLE LOADS
PIPE SPAN,
INCHES
(WPs)
18-50 1 50-75 1 75-110 1 110-150
MINIMUM COVER
(FT)
2.0
2.5
3.0
3.0
12-42
48-72
3.0
3.0
3.5
4.0
78A20
3.0
3.5
4.0
4.0
126-144
3.5
4.0
4.5
4.5
*MINIMUM COVER MAY VARY, DEPENDING ON LOCAL CONDITIONS. THE CONTRACTOR MUST PROVIDE THE ADDITIONAL
COVER REQUIRED TO AVOID DAMAGE TO THE PIPE. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO
THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE.
CONSTRUCTION LOADING DIAGRAM
NOT TO SCALE
36"0 MAX AHS-25 ACCESS CASTING TH Qr.,
WITH GRA DE RINGS AS REQUIRED, TO
REINFORCING TABLE' ��
BE PROVIDED AND INSTALLED BY "BEARING
CONTRACTOR. MAYBE TOP MOUNTED
CMP (AS SHOWN) OR RECESSED, w O CMP A B 0 REINFORCING PRESSURE SCOTT R. LLINSZ
PROTECTION RIM/FINISHED o a RISER (PSF)
SLAB --- - U Lic. No. 035791,a
GRADE _ __-- __� VARIES Lt
a ---- -- iv 24" 4'0 26" #5 @ 10.00EW 2,540
4'x4' #5 @ 10- OCEW 1,900 *�,Ao 2 4 �ZZ
;74•-6"0 #5@ 10"OCEW 2,260 `S`SIONAL
30" 4'-0" x W-6" 32* #5 @ 9" OCEW 1,670
5'0 #5 @ 9" OCEW 2,060
GASKET MATERIAL 0 CMP RISER ¢ 36* 5' x 5' 38* #5 @ 8" OCEW 1,500
SUFFICIENT TO PREVENT a --
SLAB FROM BEARING ON p 42" 5'-5-6 5'-6" #5 @ 8" OCEW 1,490
RISER TO BE PROVIDED BY a N
37
CONTRACTOR. 0B 11" TYP. g�0 #5 @ 7" OCEW 1,210 ,..i N N
SECTION VIEW 48" 6'x& S0* #5@7"OCEW 1,270 N N
ACCESS CASTING NOT SUPPLIED BY CONTECH
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#4 DIAGONAL TRIM _'7 1,
BAR (TYP. 4 PLACES), I
SEE NOTE 7.
t= �/tiOL�Q
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SLAB FOR i C -/ ll,� � I
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ACCESS
INTERRUPTED BAR
SPECIFICATION FOR CORRUGATED STEEL PIPE -ALUMINIZED TYPE 2 STEEL REPLACEMENT, SEE
SCOPE HANDLING AND ASSEMBLY NOTE 6.
THIS SPECIFICATION COVERS THE MANUFACTURE AND
SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS OF THE
INSTALLATION OF THE CORRUGATED STEEL PIPE (CSP) DETAILED IN
NATIONAL CORRUGATED STEEL PIPE ASSOCIATION (NCSPA)
THE PROJECT PLANS.
UNDERGROUND DETENTION SYSTEM NOTES:
INSTALLATION
1. TRASHRACKS SHALL BE INSTALLED ON ALL ORIFICES,
MATERIAL
INCLUDING THOSE LOCATED AT THE DUTFALL STRUCTURES
SHALL BE IN ACCORDANCE WITH AASHTO STANDARD
WITHIN THE UNDERGROUND DETENTION SYSTEM.
THE ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE
SPECIFICATIONS FOR HIGHWAY BRIDGES, SECTION 26, DIVISION II
2. ANY RETAINING WALLS AND FOUNDATIONS CONSTRUCTED IN
APPLICABLE REQUIREMENTS OF AASHTO M274 OR ASTM A929.
OR ASTM A798 AND IN CONFORMANCE WITH THE PROJECT PLANS
THE VICINITY OF THE UNDERGROUND DETENTION SYSTEM
AND SPECIFICATIONS. IF THERE ARE ANY INCONSISTENCIES OR
SHALL BE REVIEWED AND APPROVED BY THE STRUCTURAL
PIPE
CONFLICTS THE CONTRACTOR SHOULD DISCUSS AND RESOLVE
ENGINEER AND A GEOTECHNICAL ENGINEER.
WITH THE SITE ENGINEER.
3. THE ADJACENT PUBLIC ROADS & THE GRADED ACCESSES
THE CSP SHALL BE MANUFACTURED IN ACCORDANCE WITH THE
WILL SERVE AS ACCESS TO THE UNDERGROUND DETENTION
APPLICABLE REQUIREMENTS OF AASHTO M36 OR ASTM A760. THE
IT IS ALWAYS THE RESPONSIBILITY OF THE CONTRACTOR TO
SYSTEMS.
4. CONTACT COLLINS ENGINEERING (434.293.3719) REGARDING
PIPE SIZES, GAGES AND CORRUGATIONS SHALL BE AS SHOWN ON
FOLLOW OSHA GUIDELINES FOR SAFE PRACTICES.
ANY QUESTIONS CONCERNING THE UNDERGROUND DETENTION
THE PROJECT PLANS.
SYSTEM.
5. ALL FILL EMBANKMENT MATERIAL SHALL CONSIST
ALL FABRICATION OF THE PRODUCT SHALL OCCUR WITHIN THE
PREDOMINANTLY OF SOIL AND BE PLACED IN SUCCESSIVE
UNITED STATES.
UNIFORM LAYERS NOT MORE THAN 8 INCHES IN THICKNESS
BEFORE COMPACTION OVER THE ENTIRE AREA IN
ACCORDANCE NTH THE CURRENT VDOT ROAD AND BRIDGE
MATERIAL SPECIFICATION
SPECIFICATIONS.
6. VDOT STD. IS-1 & ST-1 ARE REQUIRED ON THE
NOT TO SCALE
UNDERGROUND DETENTION SYSTEM STRUCTURES, INCLUSIVE
OF THE OUTFALL STRUCTURES.
7. PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL
TEST -DIG AT THE EXISTING INLETS & OUTFALLS TO
CONFIRM THE INVERTS AND TO ENSURE THE PROPOSED
11'-a"
2Yz"
GRADES CAN BE ACHIEVED. CONTRACTOR SHALL CONTACT
COLLINS ENGINEERING OF ANY DISCREPANCIES IN THE
�
HORIZONTAL OR VERTICAL ALIGNMENT PRIOR TO ORDERING
AND CONSTRUCTION.
ALL STEEL PER
8. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION
3/4 (#6) REBAR CAN BE CUT FLUSH -
a ASTM A36
MUST COMPLY WITH OSHA STANDARDS FOR CONSTRUCTION
TO OUTSIDE OF RAIL
INDUSTRY (29 CFR PART 1926).
(BAR LENGTH = 16%q) OR BAR CAN 4 >
9. CONTRACTOR SHALL PROVIDE ADEQUATE STONE BACKFILL
EXTEND BEYOND RAILY2"t ~
FABRICATION TOLERANCE: ±y4"
FOR THE UNDERGROUND DETENTION SYSTEM PIPES IN
_
, FLAT BAR AND REBAR: MILL
ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS.
3/8"
TOLERANCE APPLIES
T'P ���r
lM
811
Z-6"
PIPE 0
PLAN
FRONT
48"0 to 90"0 FITTING REINFORCEMENT
MAY BE REQUIRED BASED ON HEIGHT OF
COVER AND LIVE LOAD CONDITION
TYPICAL MANWAY DETAIL
NOT TO SCALE
CENTEI
Rl
3/" HOLE w/ Y4" REBAR RUNG,
WELD REBAR TO RUNG ON
OUTSIDE OF STEEL RAIL
0 2Y2" x %" FLAT BAR SIDE RAIL
PLAN SIDE
NOTES:
1. LADDERS CAN BE MADE IN 20'-0" STANDARD LENGTHS AND CUT TO FIT
2. ALL MATERIAL TO MEET ASTM A36
3. LADDER TO BE HOT DIPPED GALVANIZED PER ASTM A-123 AFTER
FABRICATION IS COMPLETE
STANDARD LADDER DETAIL
NOT TO SCALE
PART NO. HALAGVL16
PROVIDE MINIMUM OF 4 ATTACHMENT
ANGLES (2 ON EITHER SIDE OF LADDER RAIL)
TO CONNECT LADDER TO RISER EXTENSION
RISER w/ LADDER AND STEPS
IF EXTENSION IS REQUIRED
RISER w/ LADDER
AND STEPS
MAINLINE CMP
2yxY2,5x1,3x1,ETC.
NOTE:
THIS DRAWING IS INTENDED TO APPLY TO LADDERS
INSTALLED IN RISERS HAVING A DIAMETER OF 30" OR
LARGER. DUE TO SPACE CONSTRAINTS AND LIMITED
ACCESSIBILITY, THE PRACTICALITY AND SUITABILITY OF
UTILIZING RISERS SMALLER THAN 30" DIAMETER
AND/OR INCORPORATING LADDERS IN THESE SMALLER
DIAMETER RISERS SHOULD BE ADDRESSED BY THE
OWNER AND PROJECT ENGINEER
V-6"
MAX.
#4 DIAGONAL TRIM
BAR (TYP. 4 PLACES), -
SEE NOTE 7.
2" COVER
(TYP)
�l
I
OPENING IN
PROTECTION
SLAB FOR
ACESS
STANDARD STANDARD
REINFORCING, REINFORCING,
SEE TABLE SEE TABLE
ROUND OPTION PLAN VIEW
NOTES:
1.
DESIGN IN ACCORDANCE WITH AASHTO, 17th
EDITION AND ACI 350.
2.
DESIGN LOAD HS25.
3.
EARTH COVER = V MAX.
4.
CONCRETE STRENGTH = 4,000 psi
5.
REINFORCING STEEL = ASTM A615, GRADE 60.
6.
PROVIDE ADDITIONAL REINFORCING AROUND
OPENINGS EQUAL TO THE BARS INTERRUPTED,
HALF EACH SIDE. ADDITIONAL BARS TO BE IN THE
SAME PLANE.
*NOTE: WHEN RISER EXTENSIONS
ARE USED, THE PLANT SHOULD
CUT 3" FROM THE SIDE RAILS AS
SHOWN
*3" FROM BOTTOM OF LADDER 10
RAIL TO RISER JOINT
*3" FROM TOP OF LADDER
RAIL TO RISER JOINT FO
LADDER RAILS AND RUNGS
(2)Y4" FILLET WELDS 1" LONG
ATTACHMENT ANC
L5" x 3" xy" x 16" LONG AT V-0"
MINIMUM OF 4 ANGLES P
SPACING. LONG LEG TO
LADDER SECTION, (2 EACH SIDE
PROJECT OUT. WELD TOP
LADDER) 6' MAX. SPACI
AND BOTTOM OF 3" LEG TO EACH
VERTICAL
CORRUGATION CREST
(THESE ANGLES SHOULD BE USED
FOR LARGER DIAMETER
MAINLINES WHERE ADDITIONAL
STEPS ARE NEEDED)
6" FROM RUNG TO
RISER JOINT
6" FROM RUNG TO
RISER JOINT
SECTION A -A
RISER LADDER DETAIL
NOT TO SCALE
RISER NORMALLY CMP
WITH 22/3' x )2"
CORRUGATIONS
(4)Y6" FILLET WELDS
FROM EACH ANGLE TO
CORRUGATION CREST
(2 WELD EACH SIDE)
L3"x3"xi6"
5Y" LONG
A
INTERRUPTED E
REPLACEMENT,
SEE NOTE 6.
SQUARE OPTION PLAN VIEW
7. TRIM OPENING WITH DIAGONAL #4 BARS, EXTEND BARS A
MINIMUM OF 12" BEYOND OPENING, BEND BARS AS REQUIRED
TO MAINTAIN BAR COVER.
8. PROTECTION SLAB AND ALL MATERIALS TO BE PROVIDED AND
INSTALLED BY CONTRACTOR.
9. DETAIL DESIGN BY DELTA ENGINEERS, ARCHITECTS AND LAND
SURVEYORS, ENDWELL, NY.
MANHOLE CAP DETAIL
NOT TO SCALE
(4));6" FILLET WELDS FROM
EACH ANGLE CORRUGATION
CREST (2 WELDS EACH SIDE)
(4) L3" x 3" x 3/16"
5Y2" LONG
(2)Y4" FILLET WELDS
1" LONG FROM EACH ANGLE
TO LADDER RAIL
LADDER RAILS
AND RUNGS
WAd►1
-_ _-A
(4)Y6" FILLET WELDS
FROM EACH ANGLE TO
CORRUGATION CREST
(2 WELDS EACH SIDE)
L3" x 3" x Vj6"
Sy" LONG
411IIIIAT/rlrel\
LADDER
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N
U
JOB NO.
182150
SCALE
i SHOWN
SHEET NO.
19A
ALL
EW-12
A
L
1 SLOT DETAIL
WITTED FOR EASY
REMOVAL)
WEIR PLATE TO INCLUDE A 01-}"-�
LOW -FLOW ORIFICE OPENING
A DIRECTING RUNOFF INTO THE 06"
STUB PIPE. ALTERNATIVELY, A IJ"xj"
SQUARE LOW -FLOW ORIFICE CAN
BE CUT INTO THE WEIR PLATE. AT
THE TIME OF THE FULL BUILDOUT,
THE PROPOSED WEIR PLATE SHALL
BE REMOVED AND REPLACED WITH
A NEW ONE CONTAINING A 01-%6"
LOW -FLOW ORIFICE (OR A tit"xttg"
SQUARE LOW -FLOW ORIFICE).
ISOMETRIC
PLAN ORUMINUM RIVETS
BOLT4" X 8" ALUMINUM PANEL, c
PIPE COUPLER TO BE CAST INTO ENDWALL. 0.080 OR 0.10 THICK I FD
COIRLER MVST BE FLUSH WITH OUTER SURFACE OF UEW-,z AND PROVIDE A POSITIVE CONNECTION FORD
THE OUTLET PIPE 14" OR 6111.
H _ b
- GALVANIZED U-TYPE '^ 2" BLACK LETTERS PLACED
`T 4 MN. R ROLLED RAIL STEEL VERTICALLY ON MARKER
POST AT 1.33 LBS./FT. PLATE WITH WHITE BACKGROUND
UO" FOR UNDERDRAINS
1' a" "CD" FOR CROSSDRNNS
UNDERDRAIN OUTLET
SECTION A A MARKER DETAIL
NOTES:
1. TYPICAL ENDWALL TO BE PLACED AT THE EPICS OF ALL UNDERDRAIN OUTLETS,BARRNG LOCATIONS
WHERE UNDERDRAIN IS TIED INTO OTHER DRAINAGE STRUCTURES. ENDWALL TO BE INSTALLED
PERPENDICULAR TO ROADWAY MD FLUSH WITH THE SLOPE.
2 OUTLET PIPES SHALL BE RIGID NONPEFFORATED SMOOTH -BORE PIPE MEETING THE EOUREMENTS
PIPE I.D.
SLOPE
DMEN"Ves
CLASS AS
CONCRETE
CUBIC YARDS
OF 70 PSITESTEO ACCORDING TO ASTM 2412.
3. EXPANDED STEEL MESH (FLATTENED) SHALL HAVE OPENINGS OF APPROX. /i' X 1" AND WEIGH APPROX.
0.82 LBS. PER 50. FT. MESH SHALL BE CALVAAHZEO IN ACCORDANCE WITH ASTM A-123. THE MESH
SHALL EXTEND A MINIMUM OF I" ABOVE THE O.D. OF THE PPE. AND IS A BARRIER FOR RODENTS, ETC.
THE SLOT FOR THE STEEL MESH IS TO BE CONSTRUCTED SO THAT THE MESH CAN BE REMOVED FOR
CLEANOUT PURPOSES.
q THIS ITEM MAY BE PRECAST OR CAST IN PLACE, CAST IN RACE CONCRETE IS TO BE
CLASS A3 13000 PS MIN.). PRECAST CONCRETE IS TO BE CLASS A4 (4000 PSI MIN.),
5. STEEL POSTS SHALL BE GALVANIZED N ACCORDANCE WITH THE ROM AND BRIDGE SPECIFICATIONS.
ALWNUM MARKER RATES SHAH BE ASTM 6209 ALLOY 6061-T6 OR 505241381F. SI-CETING FOR
L
H
4'
2:1
2'-5
I -2 .'
0.19
4"
3:1
3' 51/"
1 -1
0.25
4'
4:1
4 -5'
7 -P '
0.30
6'
2:1
2-W' '
1 51/"
0.20
6'
3:1
4'-
I-41 i'
0.30
8
411
5 -3
1'-3 4
0.38
WIN IL BM:KGHUUJU AND BLACK LLI IERS SHALL UUNUNM IV SLLI RAN 7UI UH NHL ROM AND
BRIDGE SPECIFICATIONS.
6.
MARKER SHALL BE PLACED AT ALL EW-12 INSTALLATIONS WITH z INCH
LETTERS PLACED VERTICALLY
DESIGNATING UNCERDIRANS WITH "LID" AND CROSSDRAINS WITH "CO".
7.
MARKER WILL BE PAID FOR IN ACCORDANCE WITH SECTION 501 OF THE
ROAD AND BRIDGE
SPECIFICATIONS.
NVDOT
A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE.
SPECIFICATION
ROAD AND BRIDGE STANDARDS
STANDARD
ENDWALL FOR PIPE UNDERDRAIN
VRGINIA DEPARTMENT OF TRANSPORTATION
REFERENCE
105 70'
233
302
501
SHEET 1 OF 1
REVISION DATE
04/20
1p1.S2
TRASHRACK DETAIL FOR THE STUB PIPE's HEADWALL IN DRY BASIN 'A':
DIMENSIONS
A: Y-9/16"
FLAT PUTS: TBD by Lanc &Gantmttor
a'p'
BAR STOCK: Tso WLane&contract.
C• 2-1/8'
HOLE SIZE: TBDby Lana6Gontrector
Cilia
COATING: Yea
Ey a2/8"
HINGED: Yes
F: TBO by Lane & Contractor
G• TBD bYLane &Contmctor
H i8Dby Lane&Contractor
D,
LAME
TRASH RACK o
LANE MODEL #126
A0126 a I 12/15/00
MAINTENANCE INSPECTIONS:
ANNUAL INSPECTIONS SHALL BE CONDUCTED IN THE NON -GROWING SEASON DURING THE FALL AND WINTER MONTHS.
INSPECTIONS SHALL TRIGGER MAINTENANCE OPERATIONS AS REQUIRED. MAINTENANCE OPERATIONS MAY INCLUDE
BUT IS NOT LIMITED TO, SEDIMENT REMOVAL, PERIODIC MOWING, REPAIR OF THE LEVEL SPREADER AND ENSURING A
DENSE HEALTHY VEGETATED GROUNDCOVER. MOWING SHALL BE COMPLETED AT LEASTTWICE A YEAR TO PREVENT
FURTHER WOODY GROWTH AND SPOT RE -VEGETATION OFTHE CONSERVATION AREA BUT SHALL NOT EXCEED 4 TIMES
A YEAR. THIS MOWING IS REQUIRED IN ORDER TO MAINTAIN A go%MINIMUM COVERAGE RATE. THE CONTRACTOR SHALL
CONDUCT THE INSPECTIONS FOLLOWING THE FIRST YEAR THE PROJECT IS COMPLETED AND THE OWNER SHALL
CONDUCT THE INSPECTIONS THEREAFTER.
INSPECTIONS SHALL INCLUDE THE FOLLOWING AT MINIMUM:
1. ENSURE FLOW PATHS ARE NOT SHORT-CIRCUITED IN THE LEVEL SPREADER AND THROUGH THE SWM CONSERVED
OPEN SPACE EASEMENT.
2. ENSURE DEBRIS AND SEDIMENT HAS NOT ACCUMULATED.
3. CHECK FOR SCOUR AND EROSION WITHIN THE LEVEL SPREADER SYSTEM AND CONSERVATION AREA.
4. CHECK FOR FOOT OR VEHICULAR TRAFFIC DAMAGE IN THE STONE.
5. ENSURE VEGETATIVE DENSITY MEETS OR EXCEEDS go%OF THE SWM CONSERVED OPEN SPACE EASEMENT.
IN THE EVENT MAINTENANCE IS REQUIRED DURING THE ABOVE NOTED INSPECTIONS, CORRECTIVE MEASURES SHALL BE
COMPLETED IMMEDIATELY.
VAUCP DECLSTORMWATER DESIGN SPECIFICATION NO.2 SHEET FLOW TO FILTER OR OPEN SPACE
KEY LEVEL SPREADER
INTO E)OSMNG GRADE
RIPRAP PLLRJOE POOL
RIPRAP APRON Y6rXIJrTREATED
-t TIMBERS OR
BETE LIP
r �L
LENGTH OF LEVEL SPREADER
- .-- ) A
00% LIP TORE BASED ON DESIGN FLOW
r_ AND ALLOWABLE VEI_OCFTY
�.
TOP OF
SHALL.-BELEV�SPREADER
rlr v �
I}
1-3 IN. COURSE AGGREGATE
OR OTHER LINING AAS
DESIGNED FOR STABILITY
PLAN VIEW
DIMENSION BASED ON urolerLARBEo ExIBrrRO CIFUME
5%(20:1)ORLEB& IFV2Gf`FATGD
DESIGN DISCHARGE FLTFA STRIP OR CON519RVEU
OPFN SPARE. FRET t0 FEET LF9S
TrwN 74
3 MIN
W2*
TaMIN �I
� 3MIN
1 1
t2 '
' =I 1-11 1 I_
MIN. DEPTH BASED O
III '
REQUIRED STONE SIZE
-I I 11-TI_ I I
'Tt I�I�-III�I=IILI�IL�,�,I�_ILI,II ,I I I '
SECTION A -A
Figure 14: Level Spreader: Pipe or Cluarnnel Flow to Filter Strip or Rieoseri:r.rConserved
Open Space
StormRaxn
ROUND SERIES TRASH RACK
CONCRETE MANHOLE
STANDARD BO INCH RACK SHOWN
DIMENSIONS IN INCHES
(OR EQUIVALENT)
PLAN
SIDE VIEW
StormRaxTM Round Series for Concrete Manhole
Plat No.
DMkU54
WS
BDWC
min
MDIOD
Rs24
17414%
28 .
24
3D
W36
21
14
40
36
43
RS-4t
27
.
46
57
0.560
27 %1B
%
66'S
60
70
*1
Plastic Solutions. Inc. CU570NER
PO Bur 4". W7rch5ta, VA U6011
d ZW lWaahee, M W nchesler. VA Z2603
81 PNOIK: I'fIOECT:
(54O 7Z2.2219 tax
K hHp,//www.Plastic-roW6m.mn
X pvF emucTuwLLPWRGaY
PLl9TR:9QUNP19, M4
w
L
0 IF Aw
ISOMETRIC
CONCRETE STRUCTURE DIMENSIONS
INSIDE STRUCTURE DIMENSION
OUTSIDE STRUCTURE DIMENSION
AVAILABLE OPTIONS
CROSS BRACING FOR OVERHANG
HDPE ANTI -VORTEX PLATE
'A' SEDIMENT BASINW DRY BASIN'B'& SEDIMENT BASIN' B'
DATE
OPMP.
AMID Er
DETAIL
A
1/2" K1.. pealed ...k
attached with 3;-8' fastener
® ®®
®ID (N 2-1/8' die. fides
A
®®
ISarriet r10
1/4' HDPE plot. (optional)
PyPe
Avert :eS
x- HDPE alruclural plaalic witF
0 2-1/8- hales and I/4" plate
manufactured by Plaatie
OO
o
Solutlona Inc. r equal
000
DODO
6 shown with optional Plate
n
HTPF aL,.rtural plaelir with
holes and 1/4- plate
cctlorl manufactured by Plastic
Solutions Inc. or equal
R- di.. holy
p 0
o O o
00
0 0
"ogle BMP Flevation
4f\ PLASTIC
T)TRRTS CAGE
SOLUTIONS P.o. Blow 4386
XinrANMr VA U601
INC. b7T-B•n-STZT
rn.plMlfe-WWXAMN
SWM CONSERVED OPEN SPACE EASEMENT LANDSCAPING REQUIREMENTS:
IN ACCORDANCE WITH VA DEQ SPECIFICATION #2, NO GRADING OR CLEARING OF NATIVE VEGETATION IS
ALLOWED WITHIN THE SWM CONSERVED OPEN SPACE EASEMENT. THE CONTRACTOR IS HOWEVER REQUIRED TO
REFORESTTHE EASEMENT'SAREA WITH NATIVE TREES AND SHRUBS WHERE VEGETATION 15 SPARSE.
THE LANDSCAPER SHALL INITIALLY REMOVE ANY INVASIVE SPECIES WITHIN THE SWM CONSERVED OPEN SPACE
EASEMENT. FOLLOWING THISTHE CONTRACTOR SHALL PLANTTREES 1o' ON -CENTER OUTSIDE OFTHE SANITARY
SEWER EASEMENT AND SHRUBS 5' ON -CENTER WITHIN THE SANITARY SEWER EASEMENT WHERE NATIVE SPECIES
ARE NOT ALREADY PRESENT. THIS OVER -PLANTING WILL ASSIST IN THE AREA's FAST ESTABLISHMENT AND WILL
ACCOUNT FOR MORTALITY. TREES AND SHRUBS WITH DEEP ROOTING CAPABILITIES ARE REQUIRED FOR PLANTING
TO MAXIMIZE SOIL INFILTRATION CAPACITY. THE TREES SHALL BEA COMBINATION OFz1„ CAL. ROTUNDILOBA
AMERICAN SWEETGUMS (LIQUIDAMBAR STYRACIFLUA'ROTUNDILOBA') AND 2;" CAL. PINCETON ELMS (ULMUS
AMERICANA'PRINCETON'). THE SHRUBS SHALL BE A COMBINATION OF 2;" CAL. BUFORD MOLLIES (ILLEX CORNUTA
'BURFORDII') AND 2"' CAL. NELLIE R. STEVENS HOLLIES ILLEX X'NELLIE R. STEVENS). AT THE COMPLETION OF THE
TREE AND SHRUB PLANTINGS, THE CONTRACTOR SHALL APPLY A NATIVE SLOPE MIX TO THE GROUNDCOVER WITH
AN ANNUAL RYEGRASS BY ERNST CONSERVATION SEEDS AT A RATE OF 6o LBS. PER ACRE, OR 1 I.B. PER 1,000sf,
UNLESS OTHERWISE SPECIFIED. THIS GROUNDCOVER WILL HELP TO ENSURE RAPID VEGETATIVE COVER OF THE
SWM CONSERVED OPEN SPACE EASEMENT.
EW1, I IPC L SEE DETAIL A I.FaN 9•d -
A7
Fo
�xF
319R
FRONT ELEVATION A-..J 4 BARS a 6" C-C
EACH WAY. EACH FACE. -
NOTESI
1. CONCRETE TO BE 4000 PSI MNEAM COMPRESSIVE STRENGTH
2. IF PIPE B TO BE SKEWED THE OPENING WILL BE ADJUSTED TO ACCOMMODATE
ANGLES UP TO 45'.
3. REINFORCING STEEL N ACCORDANCE WITH ASTM A-615 (REINFORCING BARS).
4. PIPE OPENINGS IN PRECAST DRAINAGE OUTS SHALL NOT EXCEED 4 INCHES AT
MY GIVEN POINT BETWEEN THE PPE AND THE PRECAST UNIT.
5. DIMENSIONS SHOWN ARE MNNLN. ACTUAL MEASUREMENTS MAY VARY WITH
MNRFALTURER'S TOLERANCE.
6. IN NO CASE SHALL TOP OF ENDWALL PROJECT MOVE FILL SLOPE. OITCH SLOPE. OR SHOULDER.
7- HEADWALL TO BE BEVELED IN ALL AREAS EXCEPT WHERE A CONFLICT WITH
INVERT OR WNGWN OCCUR.
8. BEVEL EDGE IS REQUIRED ON THE HEADWALL AT THE INLET END OF THE CULVERT. SHAPE T(
HEADWALL AT OUTLET END MAY BE EITIER SQUARE EDGE OR BEVELED. BEVELED
MORTM
9. YYi' CHAAfER MAY BE PROVIDED ON ALL EDGES AT MMUFACTUERS OPTION.
EW-PC
ENOWALL FOR CIRCULAR PIPE
DIAMETER OF PIPE CULVERT
1 12"
1 15"
1 1
21" OR 24•
27" OR 30"
W.
33"
2'-0"2'-3"2'8"
-2"
'-10H
A.
L
0
to,- 4"
0._l;.4"
0._2..
O'-2%z'
1 O'-V/i'
o•-3�i'
b
I 0'-T'
1 O'-V/4"
0'-1/:"
1 9-2"
1 0'-21/2"
01 BIAS a l2" C-(
EACH WAY EACH FI
FLOW
A ;
I SEE DETAIL B
SECTION A -A
0
DO HOT
BEVEL
INVERT A
1,-
DETAIL A DETAIL B
EW'-1MC
ENOWALL FOR ELLIPTICAL PIPE
SIZE OF ELLIPTICAL PIPE CULVERT (SPAN x RISEI
S x D
1 23' x 14"
2W" 1P'
34" x 22"
M" x 24"
42" A 27"
45" x 29"
49' x 32"
H
T-D„
2.x
2'-7..
2,_2,�
3,_1.
3,_3.
3,_6„
L
5._5.
7._2.
6'_g'.
9'-2"
O'-2"
q'-1T•
12_1.
12_ry.
a
0'-2%z'
I O'-V/i'
1 V-3%i"
0�_4".
0._4%i'
1 V-4fi•
1 0'_5.'
W-51/ '
b
1-2•'
1 0'-21,"
1 V-274"
1 U-3"
1 0•-3%e'
1 a-3N"
1 0'-4"
0'-4,/s•
ROM AND RvIIDDG❑E STANDARDS PRECAST ENDWALL FOR PIPE CULVERTS SPECIFICATION
REFERENCE
SHEET 1 OF , REVISION DATE 1211 - 36" CIRCULAR AND 23" x 1411 - 5311 x 34" ELLIPTICAL PIPES 105
101.02 VIRGINA DEPARTMENT OF TRANSPORTATION 302
2016 ROAD & BRIDGE STANDARDS
SWM-OR
2016 ROAD & BRIDGE STANDARDS
SWV-'
NOTES
L COST OF TRASH RACK AND DEBRIS RACK ARE TO BE INCLUDED N THE
PRICE BID FOR THE STORMWATER MANAGEMENT DRAINAGE STRUCTURE.
2. STRUCTURE MAY BE PRECAST OR CAST IN PLACE. SEE SHEET
1OF 3 FOR DETAILS ON CAST IN PLACE STRUCTURE,
3. WEEP HOLES SHALL NOT BE PROVIDED. MY LIFT HOLES SHALL BE
PLUGGED.
4, STEPS ME TO BE PROVIDED WHEN HEIGHT OF STRUCTURE 15 4'-C"
OR GREATER MOVE INVERT OF OUTLET PIPE. FOR STEP DETAILS
SEE STANDARD ST-I.
5. SEE STANDARD SWM•DR FOR DETAILS ON PLATE. DEBRIS RACK AND
TRASH RACK.
6. MARK WIGHT OF STRUCTURE, IN BLACK, WITH 4" HIGH NUMERALS
AND 1" WIDE HORIZONTAL STRIPES AT 1-INTERVALS FROM INVERT
OF WATER QUALITY ORIFICE (ALL VISIBLE SIDES).
( 7. THE PERMANENT STORMWATER MANAGEMENT DRAINAGE STRUCTURE,
- - STANDARD SWM-I MAY BE MODIFIED WHERE THE S70RMWATER
MANAGEMENT BASH IS TO BE USED AS A TEMPORARY SEDIMENT HAI'FR
DURING FOR TEMPORARY MODFICATD DETAILSCONSTRUCTION. SEE 7ANDMD SWM-OR, SHEET 'F
B. THE SIZE OF THE WATER QUALITY ORIFICE SHALL BE SPECIFIED Ox THE
PLAN VIEW PLANS. ADDITIONAL OKNINGS IN THE STORMWATER MANAGEMENT DRAINAGE
STRUCTURE TO BE PROVIDED WIEN SPECIFIED ON THE PLANS.
TRASH RACK
'
-3; CAP 'NFNT
I
N 6
METAL I SEE NOTE 6
"
PLATE V2
I
-•�=
DEBRIS li I
R�K
TYPICAL
ROUND OR -�
BOTTOM OF STORMWATER
cl WATER QUALITY
CUM. VERi
_
SOUME 12" MAX.- �--
i MANAGEMENT BASIN ^ ORIFICE SEE NOTE F
OR B' MIN OPENNG
I
�:ROWH. {E WALL
___
F
_
L 1
P I I
•,..,:,
u
CUSS M3 CONCRETE TO BE
FRONT VIEW
b"
5--0" 0
V.
USED .. FILL SWM DRAINAGE
SIDE VIEW
STRUCTURE TO INVERT OF (DEBRIS RACK NOT SHOWN)
DJTLET PIPE.
SWM DRAINAGE STRUCTURE
PRECAST STORMWATER MANAGEMENT DRAINAGE
SREF REFERENCE
ROAD AN`9 (DOS HOARDS
STRUCTURE
105n4.02
SHEET 2 OF 2
REVISION GATE
OB/10
VRGINIA DEPARTMENT OF TRANSPORTATION
302
SWM-OR 1
(STANDARD PPE HANGER OR
x 2" METAL CLAMPS WITH HOLES
fxl I/i Ol l x l TS M NUTl 5�
2016 ROAD & BRIDGE STANDARDS
P
3" MIN. DIAMETER TEMP. ONFK:E
STIAOUT. SCHEDULE 40 STEEL STUB,
1 FOOT. MN. LENGTH.
1 I
6"
POLYETHELENE CAP
WATERTIGHT FLEXIBLE
COL W FOR a" DIA ELE
U
POLYETHELENE TUBING
`8" DIA SOLID POLYETHELENE
DRAINAGE TUBING
WATERTIGHT FLEXIBLE GOIRINC FOR
3" MN, DIX STEEL PPE TO
6" DIAPOLYETHELENE TUBING
DRAINAGE TUBING SHALL COMPLY WITH
TEMPORARY
DEWATERNG
DEVICE
I � I
I
" TEMPORARY WATER
GUALITY ORIFICE
" C COVER PLATE
PERMANENT WATER
OPENING ORIFICE
I I
SIDE VIEW ASTM F667 OR AASHTO M294. FRONT VIEW STORMWATER MANAGEMENT
DRAINAGE STRUCTURE
(TYPICAL DETAILS) (TYPICAL DETAILS) (STD. SWM-1 TYPICAL)
NOTES:
1. THESE DETAILS ME TO BE USED TO MODIFY THE PERMANENT STORMWATER MANAGEMENT
DRAINAGE STRUCTURE WHERE THE STORMWATER MANAGEMENT BASIN IS TO BE USED FOR
A TEMPORARY SEDIMENT BASIN DURING PROJECT CONSTRUCTION.
2. GRADE STORMWATER MANAGEMENT BASIN AS SHOWN IN PLANS.
3. ALL OPENINGS (IF ANY) IN SIDE OF STRUCTURE (OTHER THAN PERMANENT WATER QUALITY
ORIFICEI ARE TO BE COVERED WITH SOLID METAL PLATES WHILE THE BASIN 15 BEING USED
FOR SEDIMENT CONTROL.
4. DEWATERNG DEVICE MO COMPONENTS AND TEMPORARY METAL PLATES IF Mn, AS SHOWN
IN THE DETAL,ARE TO BE REMOVED AND PERMANENT STEEL PLATE W17H WATER DUALITY
ORIFICE IS TO BE INSTALLED WHEN BASIN IS NO LONGER NEEDED FOR SEDIMENT CONTROL.
S. SMILAR DEVICE MAY ALSO BE USED ON OTHER STORMWATER MANAGEMENT DRAINAGE
STRUCTURES.
a. COST OF TEMPORARY DEWATERING DEVICE AND TEMPORARY METAL PLATES (IF MY) SHALL
BE INCLUDED IN THE BID PRICE FOR STORMWATER MANAGEMENT DRAINAGE STRUCTURE.
7. THE TEMPORARY B' DNA. POLYETHELENE DRAINAGE TUBING IS TO BE SOLID FOR THE LENGTH
BELOW WET STORAGE ELEVATION AND IS TO BE PERFORATED MOVE THE WET STORAGE
ELEVATION. THE COWLING IS TO BE WATERTIGHT.
1V�F svrDFK:,
ROAD AND BRIDGE STANDARDS
STORMWATER MANAGEMENT (SWM) DETAILS REFERD
SHEET 1 OF 5 EWSION DATE
302
VIER (NIA DEPARTMENT F TRANSPORTATION
11{.0!
G DE E O
SWM DAM METAL PLATE DETAIL
(NOT GAVANZEU)
1CONC.SWM DAM i
2016 ROAD 8 BRIDGE STANDARDS
*X1/12 D
D
D*
CONCRETE CRADLE
PPE SIZE
INCHES
CRADLE
BOTTOM
WIDTH
(INCHES(
CRADLE
HEIGHT
ONCH I SI
CRADLE
TOP WIDTH
(INCHES)
INCREMENT, N
CUBIC YARDS,
PER LNEM
FOOT OF PPE
12
34
14
32
0.093
15
38
15.75
35.5
O.li
18
42
17.5
39
0.129
24
50
21
46
0.168
SO
56
26
53
0.233
36
66
31
60
O.SD7
42
]1
36
67
0.3B0
o t o
1-� -T
CONCRETE SHALL BE CLASS M
X BUT NOT LESS THAN 6"
91 9 BOTTOM X lK IF THE PIPE 6 LAD IN AN EXCAVATED TRENCH, THEN
OF THE SIDE WALLS MAY COHFOWN TO THE TRENCH SHAPE
J (E THE TRENCH MAY BECOME THE CRADLE FORM).
DE AIL FOR METAL PLATE AND SIDE VIEW OF SWM CONCRETE CRADLE IS TO BE INSTALLED IANOER THE ENTIRE
WATER QUALITY ORIFICE DAD( WITH DEBRIS LENGTH OF CULVERT AT EACH STORMWATER MANAGEMENT BASK.
CONCRETE CRADLE IS TO BE PAD FOR AS MISCELLANEOUS
TYPICAL SWAN DAM CONCRETE AND SUMMARIZED N CUBIC YARDS FOR EACH PIPE LOCATION
METAL PLATE MUST BE
CARVED TO FIT CRCOLM ROUND OR SQUARE CONC. SWM RISER
UNITS WHERE APPLICABLE. 12' MAX. 5" MW. ORANAGES�
OPENING THROUGH WALL STRUCTURE
DEBRIS
V 2'X• I(I" RACK
(4) iex4"ADWSIVIE
W.I/n
IBOLTS.ELFWATER FKING
LATS• BOTTOMOF 1 l
4• QUALITY WASHERS _ _ _
5 / ORIFICE A l a _' a l 1 r II~METAL
FOR SIZE) PLATE
I
--L - -
-< .JJ _ L L- _ -JJ
f4) 3'i' OA
HOLES
DETAIL FOR METAL PLATE AND SIDE VIEW WITH DEBRIS RACK
METAL PLATE DETAIL WATER QUALITY ORIFICE
(NOT GALVANZEO TYPICAL SWM DRAINAGE STRUCTURE
ROAD MNvooSTAND MOS STORMWATER MANAGEMENT (SWM) DETAILS SPECIFICATION'
DEBRIS RACK, METAL PLATE, WATER QUALITY ORIFICE, CONCRETE CRADLE
sHEEr 3 a s aEvlslox DATE (FOR SWM DRAINAGE STRUCTURES SWM RISER PIPES AND SWM DAMS) wz
11L-OBI VIROINA DEPARTH•ENt OF TRANSPORTATION
Splash Block Instructions
Before instal
rain diverting
around the
house. There
10 feet from
ame
SPLASH BLOCK NOTES:
i. SPLASH BLOCKS SHALL BE INSTALLED AT THE OUTLETS OF THE DOWNSPOUTS LOCATED ALONG THE REAR PORTIONS OF THE
HOMES LOCATED ON LOTS 7-22, 43-45, 117, 118 & 125-13S.
2. THE AREA DOWNSTREAM FROM THE SPLASH BLOCKS SHALL BE STABILIZED PRIOR TO THE INSTALLATION OF THE
DOWNSPOUTS AND SPLASH BLOCKS.
SECTION A-0: TYPICAL GRAPHICAL DETAILS
Homogeneous fill
r- - - -------
I
i� /� 4' min ��
- Cut off trench-4' below suitable
material
Soil a rock L - - - - - - - - - - - J
TYPICAL HOMOGENEOUS
EMBANKMENT
Perforated a
FOUNDATION DRAIN
305
Transition fill
__ROCk or gravel
\Blanket drain
BLANKET DRAIN
/ aaR
Sane, grnrtl a gat �
Gain oleki
Rock or gravel
Tura toe
drain
38.+v
4Trunsillon 611er `Transition filter
CHIMNEY DRAIN TOE DRAIN
Figm-e A -la. Homogeneous Ernbaliklnelai I% Seepage Controls
EMBANKMENT NOTES:
A SUMMARY OF THE EMBANKMENT DESIGN REQUIREMENTS ARE LISTED BELOW MANDATING THE CONTRACTOR MEET THESE REQUIREMENTS
Q Q
ATAMINIMUM:
THE EMBANKMENTS SHALL HAVE A COMPACTED CLAY CORE WITH A CUTOFF TRENCH & BE IN ACCORDANCE WITH THE DETAILS SHOWN ON IN
THIS PLAN. 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 ME, 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 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.
TRASHRACK DETAIL FOR DRY BASIN B's LOW -FLOW ORIFICE:
Providc [fir
Locksb)e I
Access i
A za"
MT PLATE:
24"
MT ANGLE:
C: z-L7B•
BAR STOCK:
D: z-ye"
HOLE SIZE
£:TBD by Lane &
COATING: Yes
Contractor
HINGED' Yes
SCOTT/R. CTTLLINSZI
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Lic. No. 035791,a
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Brookhill Stormwater Quality Summary Table
Section
Block
Common Name
SWM Facility ID
Type of Facility
Phosphorus Removal
achieved w/proposed plan
(lb/yr)
Plan #
Amount of Offsite
Credits Created
(lb/yr)
Amount of Offsite
Credits Purchased
(Ib/yr)
Percent of Total
Development
Offsite Credits (%)
1
4A
Apartments
Pond 11
Wet Pond
4.01
WP0201800051
0
1.27
3.7%
1
4A
Apartments
DP-4A
Detention Pond w/ Underground Storage
-
WP0201800051
1
4A
Apartments
CDS-4A
CDs Unit (Manufactured Device)
1.60
WP0201800051
1
4A
Apartments
LS-11
Sheetflow to open space REMOVED
-
WP0201800051
1
4B
Apartments
Pond 11
Wet Pond
0.18
WP0201800051
1
4B
Apartments
LID-4B
Isolator Row (Manufactured Device)
3.38
WP0201800051
1
4B
Apartments
Pond 4B
Extended Detention Pond
0.79
WP0201800051
1
4B
Apartments
LS-413
Sheet flow to open space
0.74
WP0201800051
1
-
ROW
Pond 11
Wet Pond
0.18
WP0201800013
0
1.09
3.2%
1
-
ROW
LS-11
Sheetflow to open space REMOVED
-
WP0201800013
1
-
ROW
LS-11
Sheetflow to open space REMOVED
-
WP0201800013
1
8B
ROW and Block 8B
Pond 10
Wet Pond
5.91
WPO201800080
0.68
1.53
2.5%
1
-
ROW
LS-10
LS-10 REMOVED
-
WPO201800080
1
-
ROW
LS-10
LS-10 REMOVED
-
WP0201800080
1
3
Section 1 Mass Grading
Pond 4
Wet Pond
20.56
WP0201700037
(Amendment#2)
0.46
0
1.4%
1
3
Section 1 Mass Grading
LS-4.1
Sheet flow to open space
5.14
WP0201700037
(Amendment #2)
1
3
Section 1 Mass Grading
Wet Pond B
Wet Pond
8.53
WP0201700037
(Amendment #2)
0
0
0.0%
1
3
Ice Rink ROW
Pond 11
Wet Pond
0.38
WP0201800050
0.08
0
0.2%
1
3
Ice Rink ROW
LS-11
Sheetflow to open space REMOVED
-
WP0201800050
1
3
Ice Rink ROW
Pond 4
Wet Pond
0.89
WP0201800050
0.68
0
2.0%
1
3
Ice Rink ROW
LS-4.1
Sheet flow to open space
0.67
WP0201800050
1
3
Ice Rink
Pond 4
Wet Pond
2.20
WP0201800050
1
3
Ice Rink
LS-4.1
Sheet flow to open space
1.79
WP0201800050
1
8A
Senior Living Facility
Pond 11
Wet Pond
3.70
WP0201900004
0.01
0
0.0%
1
8A
Senior Living Facility
LS-11
Sheetflow to open space REMOVED
-
WP0201900004
Section 1 Master Plan Comparison
Section
SWM Facility ID
Phosphorus Removal proposed
w/master plan (Ib/yr)
Phosphorus Removal
achieved w/proposed plan
( Ib/yr)
Anticipated Amount of
Offsite Credits
Purchased Ib/yr)
(
Anticipated Percent of
Total Development Offsite
( Credits %)
Amount of Offsite
Credits Purchased
( Ib/yr)
Percent of Total
Development
Offsite Credits ( )
1
Pond 4 Treatment Total
6.77
23.65
1
Pond 7 Treatment Total
8.11
TBD
1
Pond 10 Treatment Total
6.94
5.91
1
Pond 11 Treatment Total
9.68
8.45
1
Pond 4B Treatment TDtal
-
0.79
1
Manufactured Devices Treatment Total
2.62
4.98
1
Infiltration Treatment Total
21.71
0
1
Wet Pond B
-
8.53
1
Sheet Flow to Open Space Treatment Total
9.74
8.34
Section 1 BMP Treatment Total
65.57
60.65
Section 1 Offsite Nutrient Credits Totall
6.8
1 20.0%
1
1
1 3.89
1 11%
Section
Block
Common Name
SWM Facility ID
Type of Facility
Phosphorus Removal
achieved w/proposed plan
(lb/yr)
Plan #
Amount of Offsite
Credits Purchased
(lb/yr)
Percent of Total
Development
Offsite Credits (%)
2
9
Townhouses
Blk 9 Wet Pond
Level II Wet Pond
5.87
WP0201800086
2.10
6.2%
2
10
Townhouses
Blk 10- UGD
Underground Detention (No Water Quality)
-
WP0201800086
2
11
Townhouses
_
FYI: A 2.08 Ibs/yr credit is appied to the Blks 9-11 WPO
20200004 plan from the immediately adjacent Wet Pond
B in WP0201700037 Amendment #2, This credit is
accounted for above in Section 1's Wet Pond B's 8.53
Ibs/yr removal rate and is therefore not shown in Section
2's removal rate summary.
_
WP0201800086
Section 2 Master Plan Comparison
Section
SWM Facility ID
Phosphorus Removal proposed
w/master plan (Ib/yr)
Phosphorus Removal
achieved w/proposed plan
( Ib/yr)
Anticipated Amount of
Offsite Credits
Purchased Ib/yr)
(
Anticipated Percent of
Total Development Offsite
( Credits %)
Amount of Offsite
Credits Purchased
( Ib/yr)
Percent of Total
Development
( Offsite Credits %)
2
Pond 12 Treatment Total
8.06
-
2
Sheet Flow to Open Space Treatment Total
1.67
-
2
Blk 9 Wet Pond
-
5.87
2
Blk 10- UGD
-
-
2
Credit Applied from WP0201700037 Amendment#2
-
-
Section 2 Treatment Totall
9.73
1 5.87
Section 2 Nutrient Credits Total
6.8
1 20.0%
2.10
1 6.2%
Section
Block
Common Name
SWM Facility ID
Type of Facility
Phosphorus Removal
achieved w/proposed plan
(lb/yr)
Plan #
Amount of Offsite
Credits Purchased
(lb/yr)
Percent of Total
Development
Offsite Credits I%)
3
13
TBD
TBD
TBD
TBD
TBD
TBD
TBD
3
13
TBD
TBD
TBD
TBD
TBD
TBD
TBD
3
12
TBD
TBD
TBD
TBD
TBD
TBD
TBD
Section 3 Master Plan Comparison
Section
SWM Facility ID
Phosphorus Removal proposed
w/master plan (Ib/yr)
Phosphorus Removal
achieved w/proposed plan
Ib r
( /y)
Anticipated Amount of
Offsite Credits
Purchased Ib r
( /y)
Anticipated Percent of
Total Development Offsite
Credits %
( )
Amount of Offsite
Credits Purchased
Ib r
( /Y)
Percent of Total
Development
Offsite Credits ( )
3
Pond 13A Treatment Total
9.13
TBD
3
Sheet Flow to Open Space Treatment Total
5.95
TBD
Section 3 Treatment Total
15.08
TBD
Section 3 Nutrient Credits Total
6.8
20.0%
TBD
TBD
Section
Block
Common Name
SWM Facility ID
Type of Facility
Phosphorus Removal
achieved w/proposed plan
(lb/yr)
Plan #
Amount of Offsite
Credits Purchased
(lb/yr)
Percent of Total
Development
Offsite Credits I%)
4
14
TBD
TBD
TBD
TBD
TBD
TBD
TBD
4
14
TBD
TBD
TBD
TBD
TBD
TBD
TBD
4
14
TBD
TBD
TBD
TBD
TBD
TBD
TBD
Section 4 Master Plan Comparison
Section
SWM Facility ID
Phosphorus Removal proposed
w/master plan (Ib/yr)
Phosphorus Removal
achieved w/proposed plan
(lb/yr)
Anticipated Amount of
Offsite Credits
Purchased (lb/yr)
Anticipated Percent of
Total Development Offsite
Credits (%)
Amount of Off site
Credits Purchased
(Ib/yr)
Percent of Total
Development
Offsite Credits I%)
4
Pond 13A Treatment Total
14.05
TBD
4
Sheet Flow to Open Space Treatment Total
0.04
TBD
Section 4 Treatment Total
14.09
TBD
Section 4 Nutrient Credits Total
6.8 20.0% TBD TBD
Required Phosphorous
Removal Rate (Ibs/yr)
14.17
1.12
6.74
29.94
1. To date the total required phosphorous removal rate is 85.42 Ibs r and the total phosphorous removal rate achieved through onsite SWM facilities is 73.41 Ibs r. In accordance with stormwater regulations, the overall Brookhill Development is allowed to use offsite
. Q P P /Y P P g /Y g P
5.68 BMPs (e.g. nutrient credit purchases) totalling a maximum of 25% of the overall required required phosphorous removal rate.
2. Actual purchased nutrient credits assoicated with the approved plans to date is 5.99 lb/yr.
3. Actual nutrient credits proposed to be purchaed that are assoicated with this plan (WPO 20210007) to date is 6.02lb/yr.
Required Phosphorous
Removal Rate (Ibs/vr)
IDIOM
Required Phosphorous
Removal Rate (Ibs/vr)
TBD
Required Phosphorous
Removal Rate (Ibs/vr)
TBD
Section
Block
Common Name
SWM Facility ID
Type of Facility
Phosphorus Removal
achieved w/proposed plan
(lb/yr)
Plan #
Amount of Offsite
Credits Purchased
(lb/yr)
Percent of Total
Development
Offsite Credits (%)
5
16
Single Family Housing
Level Spreader'A'
Sheetflow to Conservation Area with A/B soils
6.89
WPO 20210007
0
0.D%
5
17
Single Family Housing
UGD'B'
Underground Detention (No Water Quality)
WPO 20210007
10.83
31.9%
5
18
Single Family Housing
TBD
TBD
TBD
TBD
TBD
TBD
Section 5 Master Plan Comparison
Section
SWM Facility ID
Phosphorus Removal proposed
w/master plan (Ib/yr)
Phosphorus Removal
achieved w/proposed plan
(lb/yr)
Anticipated Amount of
Off site Credits
Purchased (lb/yr)
Anticipated Percent of
Total Development Offsite
Credits (%)
Amount of Offsite
Credits Purchased
(lb/yr)
Percent of Total
Development
Offsite Credits (%)
5
Pond 14A Treatment Total
4.81
TBD
5
Pond 14B Treatment Total
6.42
TBD
5
Pond 15A Treatment Total
5.16
TBD
5
Pond 15B Treatment Total
5.14
TBD
5
Pond 16 Treatment Total
11.75
TBD
5
Grass Channel Treatment Total
2.1
TBD
5
Sheet Flow to Open Space Treatment Total
1.43
6.89
5
Blocks 16-17 Wet Pond
-
0
Section 5 Treatment Total
36.81
6.89
Section 5 Nutrient Credits Total
6.8
20.0%
10.83
1 31.9%
Overall Treatment Total 141.28
1 73.41
Overall Nutrient Credits Purchased
34 100.0% 16.82 1 49.5%
Anticipated Treatment Total With SWM Master Plani 175.56
Notes:
STORMWATER QUALITY SUMMARY NOTE. -
AS SUMMARIZED ABOVE IN NOTES #1-3, THE TOTAL PHOSPHOROUS REMOVAL RATE REQUIRED TO DATE IS 85.42 Ibs/yr FOR THE
OVERALL BROOKHILL DEVELOPMENT. ADDITIONALLY, THE TOTAL PHOSPHOROUS REMOVAL RATE PROVIDED ONSITE IS 73.41 Ibs/yr
FOR THE OVERALL BROOKHILL DEVELOPMENT. A MINIMUM OF 75% OF THE REQUIRED PHOSPHOROUS REMOVAL RATE SHALL BE
PROVIDED ONSITE, AND TO DATE 85.9% IS PROVIDED ONSITE.
COUNTY OF ALRF.MARLE
Department of Comm u nit y Development
Construction Record Drawings (As -built) for VSMP
The following is a list of information required on construction record drawings for
stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the
construction record drawing be prepared by someone other than the designer. Please do not
provide design drawings as construction record drawings.
A. A signed and dated professional seal of the preparing engineer or surveyor.
B. The name and address of the firm and individual preparing the drawings on the title sheet.
C. 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;
I. Inspection Records and photographs for pipe trenches and bedding, including underdrains.
2. Video Pipe Inspection for any pipes which are not accessible or viewable.
3. Updated Location with geo-coordinates of all facilities.
4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities.
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.
6. Plants, location and type.
7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the
installed type of drainage structures, culvertlpipe size, weirs, materials, inlets or end treatment(s),
inlet and outlet protection, alignment and invert elevations compared to design.
8. Computations: For significant deviations from design, provide sealed computations verifying that
the as -built condition is equivalent or better than design.
9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical
sections and linings.
10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage
must be within platted easements. Provide copies of recorded documents.
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.
12. Material lavers - 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. Riofilter media must be an approved state mix.
13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable.
14. Compaction reports are required to verify fill compaction in dams.
15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning.
Required Phosphorous
Removal Rate (Ibs/vr)
17.72
Total Required
Phosphorous Removal
Rate (Ibs/yr) to Date
85.42
Total ONSITE
Phosphorous Removal
Rate Provided (Ibs/yr)
73.41
Lic. No. 035791 as
2/4/22
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f \ �h G SUB 2017 117
34 SEE PHASE 2 POLO GROUNDS ROAD PLAN 3cZ \ \
44� /[ FOR PROPOSED POLO GROUNDS ROAD �\ \ \ \ \ \ \ \ \ \� / / C \ \ \ \
( — EXPANSION & ENTRANCE DETAILS, _ Ql
1 4 a % �I _ SUB-2017-117
Drainage Easement Chart
Pipe No.
Size (inches)
Max Depth (feet)
Easement Width Required (feet)
Easement Width Prodded (feet)
6A
36
1 12.5
1 30.0
1 30
13
30
9.3
23.0
23
29
24
1 14.8
33.5
34
JOB NO.
182150
SCALE
1"=30'
SHEET NO.
21
/ I EXISTING PRESERVED /
I STEEP SLOPES (TYPJ
/ l
II XI STIN loo-YEAR FLOODPLAIN (TYP.) /
/ PROPOSED SW
OPEN SPACE E,
OPEN
I o` SPACE /
I
I o
2 3.a.,rc / LOT
\ 29. FFE / \\ \ \ / / i \ 6. G R \ ^ M
4 9.0o j / / / \ \ \ 4 42 4 0o F�E 446 / 48l00
/ j/ zoo / 43167FFE \ / , z n
LOT 3w zp
z0
23 z
w
T \ m m En
1 1
/o / p J x w z
42g.o 444 / 74 % i 434 a z m f x
35 f / / - `- / / oO GA PROPOSED$'' HDPE ROOF DRAIN SYSTEM w/ / ° /A c 0 O �o O
/ 5 s PROPOSED 12" HDPE YARD DRAIN SYSTEMI / s� ` I �/' U U U
j s N PRIVATE DRAINAGE EASEMENT g 4y OT j io' PRIVATE DRAINAGE EASEMENT /3 / M w j J z
54 / 73 / v / PROPOSED WALL o m z z
LOT 6 G 44 �� a z O
4 7 // GEO-GRID SYSTEM p a U O
3 ... !{,1 4 F -. - /- END bF m J J w
/ 3� F \ � " • � : o. GAR.71p
I � < ,• ' � � . O r_ m w U O
o 43i.otl FFE / / o. L WALL a > ? a
xh ROPOSED 8"HDPE ROOF DRAIN SYSTEM w/ xh q / os YD-il x 4 5 w
1 I io' PRIVATE DRAINAGE EASEMENT 3 / /7z
,,. .. -�._y�Oj 54..ISTA. i 8. m w f
/
PROPOSED WALL
PROJECT BOUNDARY (TYP.)
MAINTENANCE EASEMENT
PROPOSED SWM FOREST &
FUTURE PUBLIC GREENWAY TO BE
PROPOSED WALLS
HT. 6')
s /
OPEN SPACE EASEMENT /
DEDICATED TO ALBEMARLE COUNTY
ATTIME OF FINAL SUBDIVISION PLAT,
/v (MAX.
w w
Drainage Easement Chart
Pipe No.
Size (inches) Max Depth (feet)
Easement Width Required (feet)
Easement Width ProNded (feet)
56A
24 17.0
38.0
38
57
24 12.8
29.5
30
58A
24 10.1
24.2
25
59
24 8.3
20.5
21
63
24 7.8
19.5
20
65
24 6.2
16.3
1 20
- FUTURE PUBLIC GREENWAY TO BE
DEDICATED TO ALBEMARLE COUNTY-
I
PROPOSED WALL 420 TW418.o
�
(MAX. HT. = 4') BG
pz
AT TIME OF FINAL SUBDIVISION PLAT,
PER PROFFER #2 OF ZMA201800021
wy16.67ew
-- /
OF
/
_-
422 TW
END
WALL
-�
418.0 BG
416.67BW
STA. 1+6z
PROPOSED SWM FOREST&2
�30
/
/
OPEN SPACE EASEMENT 422
418 BG
412/
'
y18 T
BG
/
y16.67 BW
�
41 _
418
16.67 BW
-A
PER PROFFER #2OFZMA2oi800022 �/. �.r .v .�; w ��1). 1g -' w ./w/'.' w �. �.I,._.,._ w _.,. �;,. w -'_.. �.�;� �,_... �, .. �, may,.- �, 414 \ m u,
w .. . PROPOSED WALL �, ,`�... .w/ �,.-� �,�, .�;. /�, w �,// ,� w --.-\J' �. �, START OF GIky661 B�� T 4� p \ /
/ END OF GEO-GRID SYSTEM / / WALL
w - WALL F,, "� / / // 11" \41 _�` �... .� / 'l„9� .. �, �, . w/. �, �, .. � -� �... w "w STA. °+oOmyG \,
w STA. 3+ya - 8o TWw. �"'/./v. _ 39� .. .wi9z TWw w w .. �J'0. v. w/. wy . w /.w. / w y, - w. „ / \ - / \ ,.� Ck mZ
1 .38o BG - 86 BG 386 BG /`...394TW ! / /.. /_ �.. _ 4�9 �r.. G
PROPOSED WALL... .Ir _W 38a TVJ/. vr...3788W /f _ -g84 BWw 3646W 88 BG /�g8 TV,7 vi...- ,,-.pv� BENDOF 'EXISTING PRESERVED -/d vr. �I, 41gB�...
WALL E / ,✓ \ ha'
� GEO-GRID.SYSTEM -� �..,..3746G w /.....%39oTw ,I, ;,�,. -ooTVJ - 3868W/�;- 392 BG
//..� / STA.5+3z-`!/-STEEPSLOPES(TYP.) �i /27.67BW
/ j .. 37z BW .384 BG 394 BG 98TW 39 oo"IW / / / % �•y2 i y20 418 BG \ LOT \ ��
`( \\ `!'. `�'.:.. w. w.. w _w - 82 BW w 4 w .... w� ,✓ �L y.. /w �- pig 418E
39z BW - gB BGi. 394 BG� /. /. �.. z
y16.6 6w� \ \ PROPOSEDWALL \ /' $ /
388 TW - 416.676 �� \ 1 1
SCOTT/R. 051LINSZ
Lic. No. 035791 �
P 2/4/22
392 BW �, 4o4TW �,... �, / �� \ 35 442.67 38o BW y02 � .. 400 BG \ \\ MAINTENANCE EASEMENT 443:3 FFER _ _ 398 T�'V 96 BG w - 398 BW ;yozTW.- ��_ / '.' \\ \ / LO l L
_ J� /
W < \ \ 396 B 396 TW 94 BW oo BW / \\ 1 1.00 GAR 4 "3 $ \ 5 Z F
/ 394Bw 39oBG 4 / V / LVT 34 44 67FFE \ \ 44z \ w
--_ -- LV ,
.I, A �, v11 �� gz BG V ,E 388BW-� - o \ V. /..._ V - ..
9°g ✓ - -- _, �ra,u _ 4 V ��� A A\ \ o GAR V A\ 4?7BS �s '•� + f A \ 0
WALL D
w I 6T \ / STA. 4*631 I -� -- A /'.'.'.\\ i.'.'. g \\ 333 3733 f \ _ :. i 00� �" u
v v \ 39oBG A LOT/ A / I _ _- -- / 1 A A 4 Ff l / �. . y6+ -j �
o0!39 0 V I { V A V LO A 4 :oa69fC1 1 A w a Z`
388 Bw \ 12 T I I _ - / \ V AV A s� A zAh /, .. _ \
7 I -- 0 -1 /* \ \ 132 2.67 R A o -o m
\ PROPOSED SWM FACILITY & ^ I o6 - - - I I -A 15+5 - �u I PROPOSED 20 PUBLIC u �
1 w \ w / PROPOSED WALLS 4 Ik , I I I A LOT \ 4 33 FFE % `� o DRAINAGE EASEMENT w
\ MAINTENANCE EASEMENT m �° m A �4 7 FFE - _ I � / ,// / / o �
(MAX. HT. = 6') - 41 o GA� I V A� / w ¢ _
\ t19 . jE5 -231 427.00 GAR \ - - +oo �� / Z g c
4a�6zF E 42 I ALO 15 ✓✓.� 1 b / 7zB o
388TW \V I 40 6MT L LOT I 1 0 \ 4z7.67 BSE / G -. 4 z
e a . �. 73'- / F�1
\ 382 BG ro / L 413.67 GAR \ ( I - _ - A i, o . / \ \ 74 Lu '"
414.33FFE V �n - 42 �9 1 1.00 R N 14+5 .W .� %- Vl ILL
v w \ \v w 38oTw mm // LOT 404.33 BSNI \ i s% GAR I I % 4 i. j FFE 1/ %' 0 1 `� w / 74A / H o
-�� .
\ 3748G // 126 /. // v �I I 4i7.3 FF I ti _ - ,� �6 6g 14+off. - YD 46 YD 4C / E <
372Bw / / z%// - I L� A /� -- - - / .. c
YD_ 4A 0 4� / ILL! C
- �,r��
�.-I � � '.-ice"' • ... 1,3+50 �- �Wi
N
Lu
" CONTIGUOUS 390BG
\ f
Q
w WETLAND vx w s' 388Bw �' m 3 YD-4 LOT \11
W ° w \ � � ' / . , . 26 .: ° ' •. 4, . n 13 • ROPOSED DRAINAGE SY TS EM
GA
PROPOSED WALLS \
z 6G f 1 / / 39 33 h
W W W 7 ,
w w 3
(MAX. HT. - 6') \ \ /3/o BW
� 4 �:0o G RI / l �, ry 1z+5° � �-�i � - T • .. 67k \ 9% 40.0o FF I PROPOSED i2"HDPE YARD DRAIN SYSTEM
w w w v 386 fwl 6 E I a / 1 76B 7 3 \I I w/ io' PRIVATE DRAINAGE EASEMENT
s6f L 4 3� 7 1 1� /. 1 + 6 A / . cyo 0 1�+00 T 76 LDT
X 403.67 WSrk 20+00 / io o ii+Qo ii+ o .r S
78 BW - ! / - - 5 / o
\ \ ' l I 6o �L� I / - o PUB 68 439 33 G%i 97 1 /
'}( +. w O \ C I� i V of '
L I w w w W w - PROP \ 3 18% 40.0o FF PROPOSED 8 HDPE ROOF DRAIN SYSTEM w/
w wl w \ w 3886G 125 _ s / o \ \ io' PRIVATE DRAINAGE EASEMENT N' /
/ • +; 38o TW 386^BW. .'.'.I ..1 I ,
- - H
\ � . - .. LOT.... � 1 II /
G'rw 437 7 � �
1 Tw z 6w 39 N ` I LOT 438 33 FFE ',, �° I N y \ 6 -
w I 373 3 \ 39oBG ,I ! - -- �.' _,, 63 .' 65:: 66- _ I. 110 -'3'. ':' y14o.00G
W I II \ €x -I _ - - - 5o BSMT 1- 1 W w I m �7� asaw �\ °. � 62 7r?.9-o r YD- z8. ' 8% �,o.67FF J r�l �: �r 5 4
1 rr t I w w 1�ww I tN " PROPOSEDDRAINAGESYSTEM / r I I ra \ \
PROPOSED SWM CONSERVEDIw \ 388TW r o r - I I 1 «, L 1
EN�OF -..-III 38zBG " �" �.... -PROPOSED PUBLIC... /I I I I I LOT 1 I
�- - I I LOT ;
OPEN SPACE EASEMENT I Iw wAL G I I 40:
J.
g- 3aoaw r DRAINAGE EASEMENT 1 3 \ i I a
�"F... , n STA. 1+� ! I_L II \ � �.'.' , '.1 O ' ; �' '.'.
u= _ \� ✓ ; •: / � - :° L -1111 11 1 Q� - 439F6F
R � 1 - 40.67 G R 9�_ _ \ . YD-4D \ 1 .; I • ;
/ p o 4z3 I / I I 41 I \' 0 is FF -
. { 64 PROPOSED PBLIC 1 L 439% 1 7/0 4- 33 \ o
w Tw o \ OT 423 F \ 39 / I / d DRAINAGE EASEMENT - - 10 z B M o>
373TW 373TW pp,. .. L T ) I - a 1 I 9 4 9 83 S T
W 32B \ 367BG oBG 6D /(}��' .I.. .. 420.00 GAR I.� 1 S _J 1 I s.. fJ..._ „ \ 1\... 1 .. N. .I.......
36`�-- 36aew 24 3 \ \ I I / o zo.6 FFE PROPOSED 8 HDPE ROOF DRAIN SYSTEM w/
1rw \ 1 T - ..f. I g/o 7 I o
11 I u_u-1 \ 373rW STn roF �! 4, 1 -. .6 GA I. , I io PRIVATE DRAINAGE EASEMENT
.375 BG WALL '4 I. y '.'.. / 4 9 � �; •y ,.
\ 73 BW o. FFE 8/0
373 B ( Bw 373 STA. i - 4 33 ° A = _ - GARI I N I 1 alo z.00 FF 11 \ 1
68 \ 37 ✓ 8% I I I L -- 43 7 1 I
,=t 389 �o
I y e \ \ I I LOT a 33 FFE I 4 \ 1 { 3
S56we \ 9e3eG z ROPOSEDDRAINAGESYSTEM i 1 L LOT
a1Bw - �4 :zsoGAR'- I I PROPOSED PUBLIC _ _ � - - - � - -108- - 430. o BSMt •; /' 1\ 4z.
1 - ` 367 a 9 \ RAIN, &SWM 64D £ 64C / YD-SA / / \ 4z:oo G R 93
2
ill g ma's \ / START 5.67 FFE / - 6 B / / I II \_ I \
�i WALL I ACCESS EASEMENT 4 I LOT 1 44 \ a 42.67 FF
ST . o+oo / 05,67 BSMT [c10 g y _ o I oo GAR ' \
3e1rW 9 1 LOT - / _ - _ o l z 3 �44 ' YD-4E s
d 376 BG. / - �. ci. 112
PR P ED SWIM FA ILITY 1 \ aw a rw 12 / I : / I I / �I 44 67 FF E : 1 - 4333 G%� LOT II I I<
O OS S C & - -IF 37a 3 9 /. �J 3 I 5gA I S I f 4 i 8 BSMT', I ✓
MAINTENANCE EASEMENT--1i1 \ 3s6eG I / 8B 1/ I ' LO f�l / L1 L0 3 3 \ �% 44. 92 II �p
/..'. 5 I- I 14 .00C�A 1! I I 10. I /o I .I. _II 1.. / LI I `.� N LLP
39iBG iS 3wrw '7 L - I / I I 12 I Y I I - 7 I I + 3 PROPOSED DRAINAGE SYSTEM
w w - z.FE 1 I I I
1 m / 'll III_' gi BG �.,\. 9978� ICE DOF... / I I 422:0 GAR I ° : ' €. / ' I I I I 1 1 I.
n �9 aw 399s wALLcr / / / / \' 4zz.6�7 FFE 8 /o, - - J I I I N 8A - - - - - - 1 � J ;
PROPOSED SWM FACILITY & T / - I I / - I I - I I > r
MAINTENANCE EASEMENT, \ w ` srn z\zJ, PROPOSED PUBLIC 4Y2.
/ RAINAG E & SWM
O \ a o 58 ACCESS EASEMENT
1 , w wl`\ ;�.;?,f s -; - __ / co BW- £ND OF/. \� \ ' L -.,-.- _-.-{-. - �. I '• L I V1 �
I. _,11
WALL CI / _ o L I � � I I ROPOSED i2" HDPE YARD DRAIN SYSTEM.', I 7 B• LOT - I I _. I I II Q3a •+
y
Y
_ r I a
4z ' I + I a4.00 AR I w/ io PRIVATE DRAINAGE EASEMENT ' • I 3Q / � I /0 4433 G%� 0 .2 0 .
I �: /II I If Il j 91 I 10I-o
a1oTw L z4.67 FE I O L_ 45.00fF + 1
4io BG 4z4.67 GA \ > \ \ / ,' L� I I/ LOT TTT
XISTING ioo-YR FLOODPLAIN (TYP.), o g G 4 a w / / 408 BW LOT \ I I m .67 GAR I0.Z.� : „ I I'.''• I h
,y
4
�Q a7 W d9 1oTw\ 425.33FF ' / to I L I I 423. 106 I 3
-` w \w \ aoaT w 4 420 4i5. B / \ �� ' /9I 1 LOT
16 BG 43 :So BS T 5 Q.a % 45 67 GA m
1 PROPIED DRY w \ / / 3 6Bw ^o / / yo46W 113 I I I } I 0 PROPOSED 8 HDPE ROOF DRAIN SYSTEM w/
l \ \ ✓ O/ I I 5 p o 46.33 FF
DETENTION 1\ ARrok y 4 oTW yo \ / / ✓ �� _ _ _ - = I I YD- B io' PRIVATE DRAINAGE EASEMENT I Q
1.� . A
( N \ \ w - yls . o.o / yo4 Bw �y / % 29/o v ' - - - LOT 447 67 G I Q Q L LOT I 1 1:
1 �(, BQ51 \ A \ ALL
�5 -� - N s n `Qil llil j // \\ <4 0 - , - 10j 44 33 Fy8 0� tr .00 GA 1 I
EXISTING MANAGED- w / =1 : a ti Vy o I I -
yo4 w / / \ �, _... ... .. O. fix.... /.' I T. I ...... .67 FF -II
PROPOSED 8"HDPE ROOF DRAIN SYSTEM w/ /
` STEEP SLOPES (TYP.) \ 8ir 40o BG � ti f S / l LOT I I I I I } L o� 13
/ I / � : ' � I d "', •, � I I i io' PRIVATE DRAINAGE EASEMENT • . I -
EXISTING STREAM (TYP.)� 7 Bw 98 BW f LO /
w 8 LOT \
h /
1 FUTURE PUBLIC GREENWAY TO BE I 11 / III } I I LOT 44 I I I + 8:33 I 1 Y o L 6 oo FFE 8$ I }
� L .a. l z GA I I I I 44 :bo FFE I -/
DEDICATED TO ALBEMARLE COUNTY .W PROPOSED SWM ACCESS PATH m / 4z I _ 4 5 7 i BS TI N. 3. „ 1 h 10
AT TIME OF FINAL SUBDIVISION PLAT, / 4 4 ° 7° I' 426. 3 FFE I L I 4 43 7 I �I I PROPOSED iz HDPE YARD DRAIN SYSTEM
I z .o0 FFE I I I w/1o' PRIVATE DRAINAGE EASEMENT
PER PROFFER #z OF ZMAzo38000u �` �` \\ \ PROPOSED WALL / I / / i6 0o B Iv�T � f � ° � - I I I I 3/0
I
GEO-GRID SYSTEM o N _ f I I LOT .
W I 4 S I
p1oTW -4/0l ' - ---__- I I I I 49:ooGA II I 1.1�3.
404
6 I 406 BG %�. \ I - I I 449.
400
B I I o4 BW - � j N' t • -'.7` .
39 (-- - F, ^ 1I - , �J LOT` f 14o I 4 of /
I/ II 4?S 0 I 440 5o BS T t o
PROPOSED SWM FOREST & 4o4TW o o _ - N - 1 I' I 103 I I + I_ /
/ OPEN SPACE EASEMENT 3986G ° - - I 13. L of GAR LOT n.
/ �. f \ 1.' - - - / 26.6 GAR -' / 0 33 v l l /
i \ 9 6 BW I \. \ e 7 0, o Sao Yp_ G
I I I I of a I 1.0o FFE 86
N \ 33 l ROJECT BOUNDARY TYP. 4z6.00 GAR \ - a \ u / l j l _ - - . <. . ° I I � ' ' (TYP.)
PROPOSED UNDERGROUND
/ PROPO 4z6.67 FIFE
/ / < / 5 _ L I I 6
DETENTION SYSTEM'A, PROPOSEDWALL z�j \ L T ' /� -/
16.6 BSMQ _ _ - �5_ I 4 .6 FF LOT 1
5 ' (MAX. HT. = 6') \ 4 7 \ : \ / / / / J / L
�/ \ o o \ ✓ \
/
\ n PROPOSED 12HDPE YARD DRAIN SYSTEM LOT
PROPOSED PUBLIC DRAINAGE I\ y1oT 1 /
w/ 1o' PRIVATE DRAINAGE EASEMENT
s \ _
SWIM ACCESS EASEMENT \ \ 4o66G \ \ 7 \ 102 45
BW ia% - y 8%4 \ \\I \ \ / 4
/ PROPERTY BOUNDARY (TYP.) \\yo8TW \✓ \ 6 0 A \ / \ \ \ / / / 4 R3 BSI�1T 1 / / h I
r o
4o46G °g 2 FFE \ N \ \ \ ✓ ( / 4 / 1
4 -
yo4 TW 4oz BW. 4oz BG � I s \. �7. a. R LOT \ �.\ \ °
\ ooBW i :6 BSMT 1 r 1
16 > T`
4z7.67 F \ // LOT 451: GA
398 BG`06 TW 451.67 FF 84
39 BW v `°�o � � LOT , � 4?4 (/ ]f, � -/ / / I � 1101 ` 45?�33 FFH' I I •; /
y/ w 11 40o BG / \ 1 /o /
398BW \ ...,. 11 \. zo \ \ '.'.'..\.� / / '.. - 44�506�!'1 I °° �.' -.- .. 'b% 52.67GA
9 4 26.
/ /. ✓ � � 3gs 6 11 � , > \ I � /i / l l \ � 2.33 FF LOT
.- 7
8 - -f
PROPOSEDWALL \ 400TW \. 4o8 G 3
/
.PROPOSED 8"HDPE ROOF DRAIN SYSTEM w
0
1. GA /
08 BG \ w/
_ _ \ - 4 \ /i / LOT 45 7 \\ / 6
/ 0 OPEN - (MAX. HT. 6') 3986G �05.676 \ /i / 4 .33 F
O 1 �o "Sz. 7 FF1o' PRIVATE DRAINAGE EASEMENT e p
/ � SPACE ��96 Bw \ _ 0 \ / YD-5D io0 44 5 S I 1 ° 1 0 49 33 LOT' / I
00000 wnu cz 398 6 s nRroF \ / ' i o PROPOSED 8" HDPE ROOF DRAIN SYSTEM N _ 82 45 r H O
w
ST +oo -
.100 EXISTING PRESERVED 396.67 ew � ° CwALL c1 / io' PRIVATE DRAINAGE EASEMENT / p / �- • I -
Y /4% 51.67 GA
STEEP SLOPES (TYP.) �, / 1 LOT o GAR
yob TW STA. o+oo
LOT Y OI
gs460ew 408 8G �� 67 FFE /
/. 408 TW y1z TW 4o6.67 BW 99 44 .83 BS T/ 1 $1 /
I
oB 6G ,. ppAA ,�...3 1�/ 4srtai7 GA _ / '. ° 3 GRAPHIC SCALE /
:. 4o2 BG yob BG l" is u 1 /
oo.67BW-r4oy.67 BW 410 TW � /.. j.. .. 1 0
PROPOSED WALL y �- �
/ 41oTW o6.67BW PEN G. j.. 2.33FF 1
MAINTENANCE EASEMENT 04BG f: L8� 3� 5 3o bo
j 402.67BW SPACE o+
r 6,
S { NOTE: NO PROPOSED GRADES SHALL EXCEED 2:1 SLO E. / / �. rsJ, \ 3 I i/4 51.00 GA 1 z6A ; 6 ( IN FE T) /
f / T / j 1.67 FF LOT 1 I 1\inch =0 ft. /
NOTE: SLOPES GREATER THAN 3:1 SHALL BE P AN ED WITH NATIVE - STEEP SLOPE MIX WITH ANNUAL RYEGRASS BY ERNST CONSERVATIONI179
WED SEEDS AT A RATE OF 6o LBS. PER ACRE, OR 1 LB. PER l,000 SF. \ -
fYP.> , �: MATCHLINE - SEE SHEET 22 /zL non GAR
I N
rn
I N
N N
Lu N v\i r4
M CD
\O f^ O N
ti
co
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(n
N
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LLI YLLJ
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Lu
r. F-
JOB NO.
182150
SCALE
1"=30'
SHEET NO.
23