HomeMy WebLinkAboutWPO201400095 Plan - Stormwater 2015-06-03GENERAL NOTES
OWNER:
PIEDMONT NEIGHBORHOODS, LP
EXISTING CONDITIONS
11111 SUNSET HILLS ROAD, SUITE 200
EROSION & SEDIMENT CONTROL NARRATIVE
RESTON, VA 20190
DEVELOPER:
SM CHARLOTTESVILLE, LLC
PHASE II EROSION & SEDIMENT CONTROL PLAN
11111 SUNSET HILLS ROAD, SUITE 200
EROSION & SEDIMENT CONTROL DETAILS
RESTON, VA 20190
ENGINEER:
COLLINS ENGINEERING
POST - DEVELOPMENT STORMWATER MANAGEMENT PLAN
200 GARRETT STREET, SUITE K
OVERALL POST - DEVELOPMENT STORMWATER MANAGEMENT PLAN
CHARLOTTESVILLE, VA 22902
NO.
CONTACT: SCOTT COLLINS, PE
BENCH MARK
434.293.3719
TAX PARCEL #:
00940 -00 -00 -01600 (DB 4498, PG 207)
TOTAL ACREAGE:
36.70 AC.
ZONING:
PLANNED RESIDENTIAL DEVELOPMENT
PROPOSED USE:
RESIDENTIAL - 26 SINGLE FAMILY DETACHED LOTS
HEIGHT:
DO NOT EXCEED 2.5 STORIES
DRAINAGE DISTRICT:
RIVANNA RIVER
WATERSHED:
MIDDLE RIVANNA RIVER
TOPOGRAPHY:
JAMES H BELL JR, PC (USGS DATUM)
DATE OF PHOTOGRAPHY - FEBRUARY 22, 1998
PROPOSED PAVEMENT
DATE OF COMPILATION - MARCH 12, 1998
VDOT STANDARD STOP SIGN
ROUDABUSH, GALE & ASSOCIATES
AS -BUILT CONDITIONS FROM GLENMORE PERIMETER ROAD AS -BUILD ROAD AND UTILITY
EC -3A DITCH
PLANS - CARROLL CREEK ROAD AND FARRINGDON ROAD PLANS DATED APRIL 4, 2008.
— EXISTING CONTOUR
TOPOGRAPHY VERIFIED WITH FIELD SURVEY ON JULY 7, 2014 BY ROUDABUSH, GALE &
6»
ASSOCIATES.
DATUM:
NAVD 29
BENCHMARK:
EXISTING SANITARY MANHOLE TC 7 -A TOP= 278.17
CRITICAL SLOPES:
MANAGED & PRESERVED CRITICAL SLOPES ARE SHOWN ON THE ALBEMARLE COUNTY
240.55
CRITICAL SLOPE OVERLAY.
FLOODPLAIN:
A PORTION OF THIS PROJECT IS LOCATED WITHIN ZONE 'A' AS SHOWN ON FLOOD
INSURANCE RATE MAP COMMUNITY PANEL NUMBERS 51003CO450D AND 51003CO475D.
g"
EFFECTIVE DATE: FEBRUARY 4, 2005.
ALL LOTS CONTAIN A BUILDING SITE THAT COMPLIES WITH SECTION 4.2.1 OF THE ALBEMARLE
COUNTY ZONING ORDINANCE.
NO EVIDENCE OF A BURIAL SITE WAS FOUND ON THIS PARCEL.
THIS SITE IS NOT LOCATED WITHIN AN AGRICULTURAL - FORESTRAL DISTRICT.
THIS SITE IS NOT LOCATED WITHIN A WATER SUPPLY WATERSHED.
THERE WILL BE NO OUTDOOR LIGHTING ABOVE 3.000 LUMENS.
THE STREAM BUFFER SHOWN HEREON SHALL BE MANAGED IN ACCORDANCE WITH THE ALBEMARLE
COUNTY WATER PROTECTION ORDINANCE
OPEN SPACE SHALL BE OWNED AND MAINTAINED BY GLENMORE HOMEOWNERS ASSOCIATION.
EROSION & SEDIMENT CONTROL AND
STORMWATER MANAGEMENT PLAN
SCOTTSVILLE DISTRICT
ALBEMARLE COUNTY, VIRGINIA
SHEET LAYOUT
SCALE: 1" = 100'
lot4 i.. 4
;�b
CARR
EEK RD
VICINITY MAP
SCALE: 1" = 2000'
SHEET INDEX
TITLE SHEET
COVER SHEET
LEGEND
EXISTING CONDITIONS
2
EROSION & SEDIMENT CONTROL NARRATIVE
EXISTING CULVERT
EARTH DITCH
PHASE II EROSION & SEDIMENT CONTROL PLAN
CUL VERT
EROSION & SEDIMENT CONTROL DETAILS
6
PRE - DEVELOPMENT STORMWATER MANAGEMENT PLAN
DROP INLET & STRUCTURE
POST - DEVELOPMENT STORMWATER MANAGEMENT PLAN
DRI VEWA Y CUL VERT
OVERALL POST - DEVELOPMENT STORMWATER MANAGEMENT PLAN
0
NO.
10
BENCH MARK
11
CURB
CLEARING LIMITS
CURB & GUTTER
PROPOSED PAVEMENT
T
VDOT STANDARD STOP SIGN
--
EC -3A DITCH
—200—
— EXISTING CONTOUR
6»
DEPTH OF EC -3A DITCH
PROPOSED CONTOUR
200
EC -2 DI TCH
240.55
PROPOSED SPOT ELEVA T70N
./
TRC DENOTES TOP /BACK OF CURB
g"
DEPTH OF EC -2 DITCH
T/B DENOTES TOP OF BOX
SHEET INDEX
TITLE SHEET
COVER SHEET
1
EXISTING CONDITIONS
2
EROSION & SEDIMENT CONTROL NARRATIVE
3
PHASE I EROSION & SEDIMENT CONTROL PLAN
4
PHASE II EROSION & SEDIMENT CONTROL PLAN
5
EROSION & SEDIMENT CONTROL DETAILS
6
PRE - DEVELOPMENT STORMWATER MANAGEMENT PLAN
7
POST - DEVELOPMENT STORMWATER MANAGEMENT PLAN
8
OVERALL POST - DEVELOPMENT STORMWATER MANAGEMENT PLAN
9
STORMWATER MANAGEMENT DETAILS
10
STORMWATER MANAGEMENT NOTES & DETAILS
11
by n,
TOTAL SHEETS 11
,VTH 0�
SCOTT R. COLLINS'–;"
,T-/ No. 35791
ti
z
O
a
v
w
D
Z
O
Ln
w
me
U)
z
oW
a
U)
H
W
ce
Ln Ln
C) m
—4 N
Ln
UJ
z o 0
O
a
03
0 N UO V
Z a i� �:
Z) Z)
wO
E o
w w w
w w
CL a
0 Q
w w
(n V)
H H
W W
w ce
n un
M Ln l0
L9
0
r
M
® M
0
N
tt
cy)
d'
N
0
N
N
W
J
.■.ry J
L9U)
w
O
LLJ U
i
ul F-
w
�
/D
v /
F—
w
wA'
F-
U)
F_
Jw
Q
00
0
z
CL
0
1
u
N
N
oC °
z W�
OoL
c;
V
�z
u
sW
� L
W �U
c Z
O 7
� O
V
� O
W
L �
3 m
C C
u
C c
(i N
] r
O 3
G �
O �
Qi
O G
� N
O N
C L
z aY
°
�y
W o3
z�
w�
w�
Z
Z
z u
z _.
U L
C
'6-,
r
o
a
o �
a o
W a
f-' m
I-i
Z.2
O
W F— W y
W c
U O
U
a Ui O O
JOB NO.
142109 °
0
�o
SCALE
a
c _
AS SHOWN
° .N
O
C
0C
SHEET NO.
o
a.
1
°
y
�
S L
F- 3
ONE
/
48-66AC C)
Z ,z CIWN�: §AN��b= L P
RL
ONINO: AA u-2
-LOT 15
VACANT
lu
CL
JOB NO.
SCALE
GRAPHIC
30 go 120
60 24Q' SCALE
It
SHEET NO.
LEGEND
GENERAL NOTES
EROSION CONTROL NOTES
DESCRIPTION OF EROSION & SEDIMENT
EROSION CONTROL NOTES & NARRATIVE
IMMEDIATELY.
BE REMOVED WHEN THE LEVEL OF SEDIMENT DEPOS177ON REACHED HALF WAY TO
CONTROL MEASURES. NO ITEM SHALL BE REMOVED UNLESS THE UPSTREAMAREASARESTABiIIZEDANO THE INSPECTOR GIVES
ES -1: UNLESS OTHERWISE INDICATED, ALL VEGETA77VE AND STRUCTURAL EROSION
CONTROL MEASURES.
PROJECT DESCRIPTION.
ROADS
1. THE OWNER /CLIENT OF THIS PROPERTY IS:
AND SEDIMENT CONTROL PRACTICES WILL BE CONS7RUCTFD AND
d. ALL SEEDED AREAS WILL BE CHECKED REGULARLY TO SEE THAT A GOOD STAND
THE PURPOSE OF THIS LAND - DISTURBING ACTIVITY IS TO DEVELOP THE PROPERTY FOR A 26 LOT SINGLE FAMIL Y DEVELOPMENT, WITH LOTS
-= �-1 EXISTING CULVERT
PIEDMONT NEIGHBORHOODS, LP
11111 SUNSET HILLS ROAD, SUITE 200
MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICA 77ONS OF
EROSION AND SEDIMENT CONTROL MEASURES, •
GENERALLY 1/2 ACRE IN SIZE. INCLUDED IN THE LAND DISTURBANCEACTIVITYIS THE ROAD, UTILITY, AND STORMWA TER MANAGEMENT
21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT W177-IIN 1 YEAR OF
774E DATE OF APPROVAL. WATER PR07EC77ON ORDINANCE SEC77ON 17 -204G.
{ )
RESTON, VA 20190
THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA
REGULATIONS VR 625 -02 -00 EROSION AND SEDIMENT CONTROL
IT IS ANTICIPATED TED THAT A CONSTRUCTION ENTRANCE, CONSTRUC7ON ROAD
INFRASTRUCTURE FOR THE DEVELOPMENT. THIS PLAN SHALL BE UTILIZED FOR THE DEVELOPMENT OF THE 26 LOTS THE PROPERTY IS A TOTAL
CUL VERT
2. THE DEVELOPER OF THIS PROPERTY IS,*
REGULA TIONS.
STABILIZA 77ON, TEMPORARY DIVERSION DIKES, RIGHT OF WAY DIVERSION,
OF 36.70 ACRES AND THE TOTAL LAND DISTURBANCE FOR THE PROJECT IS 20.2 ACRES.
0 DROP INLET & STRUCTURE NO.
SM CHARLOTTESVILLE, LLC
200
ES -2: 77-IE PLAN APPROVING AUTHORITY MUST BE N077FIED ONE WEEK PRIOR TO
SEDIMENT 7RAPS AND BASINS, OUTLET PROTECTION, INLET PROTECTION, CULVERT
SEDIMENTATION.
ENOUGH TO ALLOW THE MAJORITY OF 774E SEDIMENT TO SETTLE OUT USE BELOW DISTURBED
11111 SUNSET HILLS ROAD, SUITE
THE PRE- CONS7RUC77ON CONFERENCE, ONE WEEK PRIOR TO THE
INLET PROTECTION, AND SILT FENCE WILL BE INSTALLED TO CONTROL SURFACE
EXISTING SITE CONDITIONS:
CURB
RESTON, VA 20190
COMMENCEMENT OF LAND DIS77JRBING AC7T V7TY, AND ONE WEEK PRIOR TO
DRAINAGE. TEMPORARY SEEDING WILL BE USED IMMEDIA TEL Y FOLLOWING ALL
THE ENTIRE SITE IS CURRENTLY WOODED. THEACCESS TO THE PROPERTY IS FROM CARROLL CREEK DRIVE, WHICH IS LOCATED TO THE EAST
CONSTRUCTION AC71V/77ES, ALL AREAS WILL RECEIVE' A PERMANENT VEGETATIVE COVER.
J. THESE PLANS HAVE BEEN PREPARED BY.
THE FINAL INSPECTION.
__m
OF THE SITE. CARROLL CREEK RUNS THROUGH THE WESTERN PART OF THE SITE, AND THERE IS A 100 YR FLOODPLAIN AND STREAM BUFFER
CURB &GUTTER
COLLINS ENGINEERING, INC
ES -3.• ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR
LAND DISTURBANCE AC77V777ES. TEMPORARY STOCKPILE AREAS WILL BE
ON THE PROPERTY FROM THE CREEK. THE SITE DRAINS TOWARD C4RROLL CREEKKK,
PROPOSED PAVEMENT
200 GARRETT STREET, SU17E K
TO OR AS THE FIRST STEP IN CLEARING.
MAINTAINED FROM TOPSOIL THAT WILL BE S7RIPPED FROM AREAS TO BE GRADED
A TEMPORARY BARRIER OR DAM KITH A CONTROLLED STORMWATER RELEASE STRUCTURE
AR BROWN SILT LOAM ABOUT 8" THICK, UPPER
SURFACE LAYER IS DARK ,
CHARLOTTESVILLE, VA 22902
ES-4:A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL
AND STORED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL BE ON S17E
ADJACENTAREAS:
r- - - EC -3A DITCH
TELEPHONE. (434) 293 -3719 FACSIMILE. (434) 293 -2813
4. SOURCE OF TOPO & SURVEY- TOPOGRAPHY COMPILED FROM SURVEY BY A
BE MAINTAINED ON THE SITE AT ALL TIMES.
ES -5: PRIOR TO COMMENCING LAND DISTURBING AC77V/77ES IN AREAS 077-IER THAN
AND SHALL BE STABILIZED WITH A TEMPORARY VEGETA77VE COVER. PERMANENT
THE PROPERTY FOR THIS DEVELOPMENT 15LOCA TED WITHIN THE OVERALL GLENMOREDEVELOPMENT. THERE ARE LARGE RURAL SINGLE
BROWN AND LIGHT YELLOWISH BROWN SILT LOAM AND SILTY CLAY LOAM
COMBINA 77ON OF JAMES H BELL JR, PC IN MARCH 1998 AND ROUDABUSH, GALE
/INDICATED ON THESE PLANS (INCLUDING BUT NOT LIMITED OFF -SITE
SEEDING WILL BE PERFORMED FOR ALL AREAS WHICH WILL NO LONGER BE
FAMIILY LOTS ACROSS CARROLL CREEK DRIVE TO THE EAST OF THE PROPERTY. THE GLENMORE GOLF COURSE 15 LOCATED TO THE SOUTH OF
WITH LIGHT GRAY MOTTLES, LOWER PART OF SUBSOIL TO A DEPTH OF
6"
DEPTH OF EC -3A DITCH
AND ASSOCIATES IN APRIL 2008. TOPOGRAPHY VERIFIED WITH FIELD SURVEY IN
I
BORROW OR WASTE AREAS), CONTRACTOR SHALL SUBMIT A
EXCAVATED AND WHERE CONSTRUCTION AC770TIES HAVE CEASED. PERMANENT
THE PROPERTY, ALONG WITH ANOTHER WOODED UNDEVELOPED AREA (ALSO PART OF THE FUTURE DEVELOPMENT OF GLENMORE). ACROSS
THE VELOCITY OF OVERLAND FLOW. TO FOSTER THE GROWTH OF VEGETATION BY INCREASING
GREATER THAN THREE ACRES THERE MUST BE SUFFICIENT SPACE AND APPROPRIATE
JUL Y 2014 BY ROUDABUSH, GALE, AND ASSOCIATES.
TR
SUPPLEMENTARY EROSION CONTROL PLAN TO 774E OWNER FOR REVIEW AND
SEEDING SHALL ALSO BE PERFORMED FOR ALL DENUDED AREAS WHICH WILL BE
CARROLL CREEK TO THE WEST OF THE PROPERTYARE EXISTING SINGLE FAMILY HOMES, AND TO THE NORTH OF THE PROPERTY IS ALSO A
= - __ EC -2 DITCH
5. ZONING: PLANNED RESIDENTIAL DEVELOPMENT
APPROVAL BY THE PLAN APPROVING AUTHORITY.
LEFT DORMANT FOR A YEAR OR MORE. SELEC77ON OF SEED MIXTURE WILL
COUPLE OF LARGER SINGLE FAMILY LOTS.
6. TAX MAP AND PARCEL NUMBER: 09400 -00 -00 -01600
ES -6: THE CONTRACTOR IS RESPONSIBLE FOR INSTALLA77ON OF ANY ADDITIONAL
DEPEND ON THE TIME OF YEAR APPLIED. TEMPORARY SEEDING WILL BE
Annual Ryegrass
6" DEPTH OF EC -2 DITCH
7. USGS DATUM: NA VD 29
8. LOCA770N ADDRESS OF PROJECT CARROLL CREEK ROAD
/
EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND
PERFORMED FOR ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE
OFFSITE LAND DISTURBANCE:
EA DITCH
SEDIMENTA770N AS DETERMINED BY 174E PLAN APPROVING AUTHORITY
1
ALL THE CONNECTIONS TO THE EXISTING SANITARYSEWER FOR THIS DEVELOPMENT WILL OCCUR WITHIN THE LIMITS OF THE PROPERTY. THE
... -...- -
9. TOTAL ACREAGE OF SITE. 36.70 ACRES
ES -7.• ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL
THAN SEVEN DAYS. THESE AREAS SHALL BE SEEDED WITH FAST GERMINA77NG
EXISTING SANITARYSEVVER IS LOCATED ON THE PROPERTY TO THE EAST OF CARROLL CREEK. THE WATERLINE FOR THE PROJECT WILL BE
DRIVEWAY CULVERT
10. TOTAL ACREAGE OF DISTURBANCE. • 19.3 ACRES
MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING
VEGETA 77ON IMMEDIA TEL Y FOLLOWING GRADING OF THOSE AREAS. SELECTION OF
EXTENDED ALONG CARROLL CREEK DRIVE TO THE PROPERTY FOR WATER SERVICE TO THE DEVELOPMENT. THAT IS THE ONLY OFFSITE PORTION
11. PUBLIC U77L177ES• CONNECT TO EXISTING PUBLIC SEWER AND WATER
SITE DEVELOPMENT UNTIL FINAL STABILIZATI0N IS ACHIEVED.
SEED MIXTURE WILL DEPEND ON THE TIME OF YEAR APPLIED.
OF THE PROPERTY
BENCH MARK
ES -8: DURING DEWA TERING OPERA PONS, WA TER WILL BE PUMPED INTO AN
+
* COLLINS ENGINEERING SHALL NOT HAVE AUTHORITY OVER CONTRACTORS WORK,
APPROVED WATER FILTERING DEVICE.
SAFETY PRECAUTIONS, SCHEDULES, OR COMPLIANCE WITH LAWS AND REGULA7ONS
ES -9: 7HE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES
3.01 SAFETY FENCE - SAFETY FENCE WILL BE INSTALLED AROUND ALL
CRITICAL AREAS:
_ - _ _ _ CLEARING LIMITS
WE SHALL NOT ASSUME RESPONSIBILITY FOR ANY CONSTRUCTION STARTED PRIOR TO
PERIODICALLY AND AFTER EACH RUNOFF - PRODUCING RAINFALL EVENT.
PROPOSED SEDIMENT BASINS AND SEDIMENT TRAPS.
CRITICAL AREAS ON THE SITE WILL BE PROTECTED DURING THIS LAND D/STURB/NGACTIVITY CARROLL CREEK SHALL BE PROTECTED FROM ANY
PLAN APPROVAL.
ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFEC77VENESS
3.02 CONS7RUC770N ENTRANCE - ONE CONSTRUCTION ENTRANCE SHALL BE
EROSION ENTERING THE CREEK FROM THE DEVELOPMENT OF THE PROPERTY. IT WILL BE PROTECTED WITH DIVERSION DITCHES, SILT FENCE,
-s VDOT STANDARD STOP SIGN
OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY.
INSTALLED AT THE ENTRANCE TO THE SITE OFF CARROLL CREEK DRIVE. THIS
AND SEDIMENT BASINS A ND TRAPS. ADDITIONALLY, THERE A RE A NUMBER OF STEEP SL OPES LEADING DO WN TO THE STREAM ON THE
- - - - 200 - - - - EXIS77NG CONTOUR
EROSION CONTROL NOTES
WILL BE THE ONLY POINT OF INGRESS AND EGRESS TO THE SITE. CARE WILL BE
PROPERTY THAT WILL BE MAINTAINED AND PRESERVED. CARE MUST BETAKEN WHEN INSTALLING UTILITIES /N CLOSE PROXIMITY OF THE
SLOPES AND CREEKS TO ENSURE THAT THE SEDIMENT DOES NOT REACH THE STREAM FROM THE CONSTRUCTION ACTIVITY.
TAKEN TO PR07ECT ADJACENT ROADWAYS FROM TRANSFER OF SEDIMENT.
20o PROPOSED CONTOUR
1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE
3.03 CONSTRUCTION ROAD STABILIZATION - CRS WILL BE INSTALLED ALONG THE
SOILS:
PRE- CONS7RUCT7ON CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND
CONSTRUCTION STAGING AREA.
SEE SOIL SCHEDULE ON THIS SHEET AND THE PLAN SHEET FOR THE LOCATION OF THE SOILS.
240.55 PROPOSED SPOT ELEVAT70N
EROSION & SEDIMENT CONTROL
DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL NSPECRON.
2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED
3.05 SILT FENCE- SILT FENCE WILL BE PLACED ON THE DOWNSTREAM SIDE OF
�/�- TBC DENOTES TOP /BACK OF CURB
ACCORDING MINIMUM STANDARDS AND SPE THE VIRGINIA EROSION AND
L
T/B DENOTES TOP OF BOX
MEASURES.
EGUL 77ON V
SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULA770NS vR 625 -02 -00 EROSION AND
N
J.07 STORM DRAINRINLET PROTECTION- P WILL BE INSTALLED ON EACH
1. N07/FYALBEMARLECCOUNTYTO SCHEDULEA PRE- CONSTRUCTION MEETING AS REQUIRED.
* VIRGINIA EROSION & SEDIMENT CONTROL
I
SEROSION
SEDIMENT CONTROL REGULATIONS
3 ALL MEASURES ARE To BE PLACED PRIOR TO OR AS
PROPOSED INLET AS SHOWN ON THE PLANS.
2. NO EROSION CONTROL MEASURES MAYBE REMOVED DURING THE CONSTRUCTION PROCESS WITHOUT THEAPPROVAL FROM THE
EROSION CON TROL SPECIFICA7)ON NUMBER
WITH THE VIRGINEROSION
A AND SEDIMENT CONTROL HANDBOOK. STRUCTURAL
7HE FIRST STEP IN CLEARING.CONTROL
3.08 CULVERT INLET PR07EC770N - CIP SHALL BE APPLIED TO THE INLET OF
INSPECTOR ON THE PROJECT.
*
PRAC7ICES USED IN THIS SEC77ON CONSIST OF THE FOLLOWING:
4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE
THE PROPOSED CULVERTS ALONG CARROLL CREEK DRIVE AS NECESSARY
3• CONTRACTOR SHALL INSTALL TREE PROTECTION FENCING BEFOREANYSITE DISTURBANCE SHALL TAKE PLACE. CONTRACTOR SHALL USE
MAINTAINED ON THE S17E AT ALL 77MES
DOWNSTREAM OF THE PROPERTY
TREE PROTECTION FENCING TO STAKEOUT THE LIMITS OF CLEARING AND DISTURBANCE ON -SITE. CONTRACTOR SHALL ENSURE THAT
a r�r7� STRAW BAIL BARRIER 3.04
3.01 SAFETY FENCE
5. PRIOR TO COMMENCING LAND DISTURBING ACT7VI77ES IN AREAS 07HER THAN INDICATED
TREES TO BE SAVED ARE FLAGGED ALONG THE LIMITS OF CLEARING TO ENSURE THE PROPOSED TREE PRESERVATION ACREAGE IS MET.
ODD TEMPORARY DIVERSION DIKE 3.09
A PR07EC77VE BARRIER INSTALLED TO PREVENT ACCESS TO AN EROSION CONTROL MEASURE.
TO PROHIBIT THE UNDESIRABLE USE OF AN EROSION CONTROL MEASURE BY 7HE PUBLIC.
ON 7HESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE
AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO
3.09 TEMPORARY Di VERSION DIKE- DIVERSION DIKES WILL BE USED AROUND THE
PERIMETER OF SITE DISTURBANCE WHERE SHOWN ON THE PLANS TO DIRECT
DISTURBANCE OUTSIDE OF THE LIMITS OF CLEARING IS SOLELYPERMITTED FOR THE INSTALLATION OF THE EQUESTRIAN TRAILWAYAND
SHALL BE INSTALLED WITHOUTANYCLEAR/NG OF EXISTING TREES. NOTE THAT THEREAREALSO AREAS TO BE FLAGGED ON THE
APPLICABLE TO ANY CONTROL MEASURE OR SERIES OF MEASURES WHICH CAN BE CONSIDERED
7HE OWNER FOR REVIEW AND APPROVAL BY 7HE PLAN APPROVING AUTHORITY.
RUNOFF TO ON -S17E SEDIMENT CONTROL FACILITIES.
PROPERTY FOR SELECT TREE CLEARING. THE CLEARING AND LAND DISTURBANCE FOR THESE AREAS ARE INCLUDED /N THE OVERALL
ST MOO V.'. TEMPORARY SEDIMENT TRAP 3.13
UNSAFE BY V1R7UE OF POT EN77AL ACCESS BY THE PUBLIC.
6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLA 77ON OF ANY ADDITIONAL EROSION
CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTA77ON AS
3.13 TEMPORARY SEDIMENT TRAP- TEMPORARY SEDIMENT TRAPS WILL BE
DISTURBED AREA FOR THE DEVELOPMENT; HOWEVER, SELECT CLEARING SHALL BE PERFORMED BY THE OWNER AND CONTRACTOR FOR
3.02 CONSTRUCTION ENTRANCE,
DETERMINED BY THE PLAN APPROVING AUTHORITY.
INSTALLED WHERE SHOWN ON THE PLANS.
THE DEVELOPMENT OF THE LOTS. THE TREES IN THESE AREAS ARE NOT REQUIRED TO BE SAVED OR MAINTAINED, BUT IN AN EFFORT TO
& SEDIMENT BASIN 3.14
A STABILIZED PAVED CONSTRUCTION ENTRANCE W1774 A WASH RACK LOCATED AT POINTS OF
7. ALL D1S7URBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT
3.14 TEMPORARY SEDIMENT BASIN- TEMPORARY SEDIMENT BASINS WILL BE
CREATE BETTER LOTS, THE OWNER AND CONTRACTOR SHALL PERFORM SELECT CLEARING AND GRADING WITHIN THESEAREAS FOR THE
VEHICULAR INGRESS AND EGRESS ON A CONS7RUC77ON SITE TO REDUCE 774E AMOUNT OF
ALL 77MES DURING LAND DISTURBING AC77W77ES AND DURING S17E DEVELOPMENT UN77L
INSTALLED WHERE SHOWN ON THE PLANS
DEVELOPMENT OF THE LOTS AND HOUSES THESE AREAS SHALL BE FLAGGED /NA DIFFERENT TREE PROTECT /ON TAPE SO THAT THE
a �INLET PROTECTION 3.07
MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR 11•H /CLES OR RUNOFF.
CONSTRUCTION ENTRANCES SHALL BE INSTALLED AS SHOWN ON THE PLANS TO REDUCE THE
FINAL STABILIZA 77ON IS ACHIEVED.
& DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING
3.18 OUTLET PROTECTION- TO BE PROVIDED AT THE OUTFALL OF DRAINAGE
CONTRACTORAND/ NSPECTORCAND/ STI NGUI SHTHESEAREASFROMTHEOVERALLLI MI TSOFDISTURBANCEFORTHEDEVELOPMENTOF
AMOUNT SEDIMENT 7RANSPOR7ED ONTO PUBLIC ROADWAYS.
DEVICE.
PIPES WHERE SHOWN ON PLANS
THE PROPERTY.
SF SILT FENCE 3.05
9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND
3.19 RIPRAP- RIPRAP SHALL BE INSTALLED AS OUTLET PROTECTION WHERE
4. INSTALL THE PAVED CONSTRUCTION ENTRANCE WITH WASH RACKAS SHOWN ON THE PLANS. CONSTRUCTION ENTRANCE TO BE INSTALLED
,x,03 CONS7RUC710N ROAD STABlL1ZA770N:
AFTER EACH RUNOFF PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR
WHERE CONSTRUCTION VEHICLE ROUTES INTERSECT PAVED PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF
THE TEMPORARY STABILIZATION OF ACCESS ROADS, SUBDIVISION ROADS, PARKING AREAS, AND
CLEANUP TO MAINTAIN THE EFFEC77VENESS OF 7HE EROSION CON7ROL DEVICES SHALL BE
SHOWN ON THE PLANS
SEDIMENT BY (VEHICULAR) TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PUBLIC ROAD SURFACE,
CE
CONSTRUCTION ENTRANCE 3.02
OTHER SITE VEHICLE 7RANSPORTA 17074 ROUTES W17N STONE IMMEDIA 7FL Y AFTER GRADING. TO
REDUCE EROSION OF TEMPORARY ROADBEDS BY CONS7RUC770N TRAFFIC DURING WET WEATHER
MADE IMMEDtA7FL Y.
10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA.
3.31 TEMPORARY SEEDING - TEMPORARY SEEDING SHALL BE APPLIED WHERE
SHOWN ON THE PLANS
THE ROAD SHALL BE CLEANED THOROUGHLYAT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BYSHOVELING
AND TO REDUCE EROSION AND SUBSEQUENT REGARDING OF PERMANENT ROADBEDS BETWEEN
11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL
OR SWEEPING AND TRANSPORTING TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLYAFTER
CD , CHECK DAM 3.20
774E 77ME OF 1N177AL GRADING AND FINAL STABILIZA RON. USE WHEREVER STONE -BASE ROADS
OR PARKING AREAS ARE CQNSIRUC7FD, WHETHER PERMANENT OR TEMPORARY, FOR USE BY
SHALL BE INERT MA 7ERIALS ONLY, FREE OF ROOTS, S7UMPS, WOOD, RUBBISH, AND 07HER
DEBRIS.
3.32 PERMANENT SEEDING- PERMANENTLY SEEDING SHALL BE APPLIED WHERE
SHOWN ON THE PLANS
SEDIMENT IS REMOVED IN THIS MANNER. INSTALL THE WASH RACK UPHILL FROM PROPOSED SEDIMENT TRAP #1. ACSA WILL DETERMINE
THEAPPROPR /ATE METHOD OF SUPPLYING THE WASH RACK. INSTALL THEACCESS FROM CARROL CREEK DRIVE AND THE PARKING AND
CONSTRUCTION TRAFFIC
12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLE7ON PER
ZONING ORDINANCE SECTION 5.1.28.
3.35 MULCHING - MULCHING SHALL BE APPLIED TO ANY SEEDED AREA AS
STAGING AREA WITH CONSTRUCTION ROAD STABILIZATION. CONSTRUCTION ROAD STAB ILIZATION SHALL CONSIST OF 4" OF 21A GRAVEL IN
I.,
3.10
3.05 SILT FENCE:
13. ALL INERT MA7ERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SEC77ON 13 -301 OF
DEEMED NECESSARY FOR STABILIZA 77ON AND GROWTH.
THE PARKING AREA, AND 8" OF 21A GRAVEL IN ANY PORTION OF THE CONSTRUCTION ENTRANCE WHICH IS UNPAVED. PARK /NG AND
TEMPORARY FILL DI VERSION
a
A TEMPORARY SEDIMENT BARRIER CONSlS77NG OF A S1TlI74E77C FILTER FABRIC STRETCHED
THE CODE OF ALBEMARLE.
3.36 SOIL STABILlZA770N BLANKETS AND MATTING BIM SHALL BE EMPLOYED
CONSTRUCTION ENTRANCE AREAS SHALL BE CLEARED OFALL VEGETATION, ROOTS, OR OTHER OBJECTIONABLE MATERIALS BEFORE
ACROSS AND ATTACHED TO SUPPOR77NG POSTS AND ENTRLNCHED, TO INTERCEPT AND DETAIN
14. BORROW, FILL OR WASTE AC77V7TY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL
BE LIMITED TO THE HOURS OF 7.• ROAM TO 9: OOPM.
WHEREVER SHOWN ON THE PLANS OR WHERE SLOPES EXCEED J. 1 SLOPE.
CONSTRUCTION ROAD STABILIZATION IS INSTALLED.
DV - ` ----�- DIVERSION 3.72
SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS DURING CONSTRUC7ON OPERATIONS IN
ORDER TO PREVENT SEDIMENT FROM LEAVING THE S17E", AND TO DECREASE 7HE VELOCITY OF
15. BORROW, FILL OR WASTE- AC77WTY SHALL BE CONDUCTED IN A SAFE MANNER THAN
3.38 TREE PRESERVATION AND PROTECTION- TREE PRESERVATION FENCING
5. INSTALL THE INITIAL PERIMETER CONSTRUCTION MEASURES AS SHOWN ON THE PHASE/ EROSION CONTROL PLAN SHEETS. THIS INCLUDES
-
SHEET FLOWS AND LOW TO- MODERATE LEVEL CHANNEL FLOWS. 174E SILT FENCE BARRIERS
MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS,
SHALL BE INSTALLED WHERE SHOWN ON THE PLANS NO TREES SHALL BE
2 SEDIMENT BASINS AND 2 SEDIMENT TRAPS. SILT FENCE AND D /VERB /074 DIKES SHALL ALSO BE INSTALLED AT TH15 TIME STABILIZATION
SHALL BE INSTALLED DOWN SLOPE OF AREAS WITH MINIMAL GRADES TO RL7FR SEDIMENT
PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO ANY
HARMED OUTSIDE OF THE LIMITS OF TREE PR07EC77ON FENCING.
MEASURESSHALL BEAPPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES, AND DIVERS IONS IMMEDIA TEL YAFTER INSTALLATION.
a PS PERMANENT SEEDING 332
LADEN RUNOFF FROM SHEET FLOW AS INDICATED. THEY SHALL BE INSPECTED IMMEDIATELY
PUBLIC STREET BECAUSE 0 SLIDES, SINKING, OR COLLAPSE.
MEASURESI NTENDEDTOTRAPSEDI MENTSHALLBECONSTRUCTEDASAFIRSTSTEPWI THANYLANDD ISTURBANCEACTIVITYANDSHALL
AFTER EACH RAINFALL AND MAINTAINED IN ACCORDANCE W17H 774E VIRGINIA EROSION &
16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT
3.39 DUST CONTROL- DUST CONTROL SHALL BE APPLIED THROUGHOUT THE S17F
BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE.
TO TO TOPSOlLING 3.30
SEDIMENT CON 1ROL HANDBOOK (VESCH).
TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION
CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT,
WHERE SHOWN ON THE PLANS.
6. INSTALL ANY REMAINING EROSION CONTROL ITEMS AS SHOWN ON THE PHASE/ EROSION CONTROL PLAN.
7. ONCE ALL THE EROSION CONTROL ITEMS HAVE BEEN INSTALLED AS SHOWN ON THE PHASE/ EROSION CONTROL PLAN AND THE
UNIT, BUILDING OR 07HER PORTION OF THE PROPERTY
3.07 STORM DRAIN INLET PROTECTION.•
17. TEMPORARY STABILIZA 77ON SHALL BE 7EMPORARY SEEDING AND MULCHING SEEDING IS TO
STORM WA TER MANAGEMENT
INSPECTOR HAS APPROVED THE EROSION CONTROL MEASURES, THE CONTRACTOR BEGIN GRADING OPERATIONS.
/-�
ClP
iI
CULVERT INLET PROTECTION J.
A SEDIMENT FILTER OR AN EXCAVATED IMPOUNDING AREA AROUND A STORM DRAIN DROP
DRAINAGE SYSTEMS
INLET OR CURB INLET. TO PREVENT SEDIMENT FROM ENTERING STORM DRA!
•-i �• F s P c B T^ "ARY v CONSIST A
BE AT �5 LBS ACRE, AND 1111 THE MON774 O E M ER / O FEBRUARY
50150 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO
THROUGH - --
S TORMWA IFFY RUNOFF QUANTITY WILL BE TREATED D ON -SITE THE USE
T �^ r r 1 r
& ROUGH GRADE THE SITE TO THE CON, BURS SHOWN ON THE HE EROSION .CONTROL PLAN. ENSURE THAT , ,YE D, VE,4SION DIKES MAIN, AIN A
TO TO THE SEDIMENT TRAPS AND BASINS, AS SHOWN ON BOTH PHASE 1 AND PHASE// OF THE
PRIOR TO PERMANENT STABILIZATION OF THE DISTURBED AREA. INLET PROTECTION APPLIES
OF BIOFIL7ERS. SEE STORMWATER MANAGEMENT PLAN SHEETS
POSITIVE SLOPE DIVERT ALL RUN -OFF
WHERE STORM DRAIN INLETS ARE TO BE MADE OPERA77ONAL BEFORE PERMANENT
CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET.
EROSION AND SEDIMENT CONTROL PLAN.
OC DC --► DUST CONTROL 3.39
STABILIZA77ON OF THE CORRESPONDING DISTURBED DRAINAGE AREA.
STRAW MULCH IS TO BE APPLIED AT 80LBS /t00SF. ALTERNATIVES ARE SUBJECT TO
APPROVED BY THE COUNTY EROSION CONTROL INSPECTOR.
9. PERMANENTOR TEMPORARY SOIL STAB IL IZAT ION SHALL BE APPLIED TODENUDEDAREASWITHIN SEVEN DAYS AFTER FINAL GRADES
REACHED ON ANY PORTION OF THE SITE. TEMPORARYSOILSTABI LI ZATI ONSHALLBEAPPLI EDWITHINSEVENDAYSTODENUDEDAREAS
18. PERMANENT STABILIZATION SHALL BE LIME AND FERTIL /ZER, PERMANENT SEEDING, AND
MAINTENANCE.'
3.08 C ULVERT INLET PROTECTION:
A SEDIMENT FILTER LOCATED AT THE INLET TO STORM SEWER CULVERTS. TO PREVENT
MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS 11000SF,
IN GENERAL, DURING CONS7RUC170N THE RLD OR CONTRACTOR ON -SITE WILL CHECK
THAT MAY NOT BEATF /NAL GRADE BUT WILL REMAIN DORMANT ( UND ISTURBED) FOR LONGER THAN 30DAYS. PERMANENT
TSD I --- TEMPORARY SLOPE DRAIN 3.15
O
SEDIMENT FROM EN7ERING, ACCUMULATING IN AND BEING TRANSFERRED BY A CULVERT AND
INCORPORATED INTO THE TOP 4 -6 INCHES OF SOIL. FER77LIZER SHALL BE APPLIED AT
ALL EROSION AND SEDIMENT CONTROL MEASURES DAILY AND AFTER EACH
STABILIZATION SHALL BEAPPLIED TO AREAS THA TARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR.
ASSOCIATED DRAINAGE SYSTEM PRIOR TO PERMANENT STABILIZA7ION OF A DISTURBED
1000LBS /ACRE AND CONSIST OF A 10 -20 -10 NUTRIENT MIX. PERMANENT SEEDING SHALL
SIGNIFICANT RAINFALL. MONITORING REPORTS WLL BE REQUIRED FROM THE RLD IF
10. INSTALL THE CONSTRUCTION MEASURES AS SHOWN ON THE PHASE H EROSION CONTROL PLAN SHEETS. MEASURES INTENDED TO TRAP
PROJECT AREA. TO PROVIDE EROSION CONTROL AT CULVERT INLETS DURING THE PHASE OF A
BE APPLIED AT 180LBS /ACRE AND CONSIST OF 95X KENTUCKY 31 OR TALL FESCUE AND
NEEDED. SPECIFIC AT7EN770N WILL BE GIVEN TO THE FOLLOWING !TAMS.
SEDIMENTSHALL BE CONSTRUCTED ASA FIRSTSTEP WITH ANY LAND DISTURBANCEACTIVITYAND SHALL BE MADE FUNCTIONAL BEFORE
SA 6�588� SAFETY FENCE 3.01
PROJECT WHERE ELEVATION AND DRAINAGE PATTERNS CHANGE, CAUSING ORIGINAL CONTROL
REMOVAL. WHERE CULVERT AND ASSOClATED
0 -57 PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS S7RAW MULCH IS TO BE APPLIED
AT ALTERNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY EROSION
a. SEDIMENT BASINS AND OR TRAPS WILL BE CLEANED AND MAINTAINED IN
UPSLOPE LAND DISTURBANCE TAKES PLACE.
MEASURES TO BE INEFFECTIVE OR IN NEED OR
ACCORDANCE KITH THE VIRGINIA EROSION & SEDIMENT CONTROL HANDBOOK.
11. INSTALL THE UTILITIES AND ROADS. INLETPROTECTION SHALL BE INSPECTED AFTER EACH RAINFALL EVENTANDREPA /RS SHALL BE MADE
DRAINAGE SYSTEM /S TO BE MADE OPERATIONAL PRIOR TO PERMANENT STABILIZA 77ON OF THE
DISTURBED AREA.
TROL INSPECTOR.
CONTROL INSPECTOR.
19. MA1N7ENANCE.• ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH
& ALL INLET PROTECTION AND GRAVEL OUTLETS WILL BE CHECKED REGULARLY FOR
AS NEEDED. IF THE STONE FILTER BECOMES CLOGGED WITH SEDIMENT SO THAT IT NO LONGER ADEQUATELY PERFORMS ITS FUNCTION,
>�■
R �� TEMPORARY RIGHT -OF -WAY 3.11
RAINFALL. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES 1S TO BE REPAIR
SEDIMENT BUILDUP THAT WILL PREVENT PROPER DRAINAGE. IF THE GRAVEL IS
THE STONE MUST BE PULLED AWAYAND CLEANED AND /OR REPLACED. INSTALL ANY REMAINING EROSION CONTROL ITEMS AS SHOWN
���✓✓✓ DIVERSION
3.09 7E-MPORARYDIVERSION DIKE:
IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 5OX OF THE WET STORAGE VOLUME
CLOGGED BY SEDIMENT, THE GRAVEL WILL BE REMOVED AND CLEANED, OR IT WILL
ON THE PHASE II EROSION CONTROL PLAN.
A TEMPORARY RIDGE OF COMPACTED SOIL CONSTRUCTED AT THE TOP OR BASE OF A SLOPING
IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY
BE REPLACED.
12 ONCE PHASE ll OF CONSTRUCTION IS COMPLETE AND WITHIN 30 DA YS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY
TO ACHIEVE A GOOD STAND OF GRASS SILT FENCE AND DIVERSION DYKES WHICH ARE
Source: Va. DSWC
DISTURBED AREA. TO DIVERT STORM RUNOFF FROM UPSLOPE DRAINAGE AREAS AWAY FROM
UNPROTECTED DISTURBED AREAS AND SLOPES TO A STABILIZED OUTLET. TO DIVERT
COLLEC77NG SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED
C. ALL ,>1L.1 FENCE BARRIERS WLL BE CHECKED REGULARLY FOR UNDERMINING OR
DETERIORA77ON OF THE FABRIC AND REPAIRED AS REQUIRED. SEDIMENT SHALL
MEASURES ARE NO LONGER NEEDED, AND ONCE THE INSPECTOR HAS GIVEN APPROVAL, THE CONTRACTOR CAN REMOVE THE EROSION
SEDIMENT -LADEN RUNOFF FROM A DISTURBED AREA TO A SEDIMENT - TRAPPING FACILITY SUCH
IMMEDIATELY.
BE REMOVED WHEN THE LEVEL OF SEDIMENT DEPOS177ON REACHED HALF WAY TO
CONTROL MEASURES. NO ITEM SHALL BE REMOVED UNLESS THE UPSTREAMAREASARESTABiIIZEDANO THE INSPECTOR GIVES
AS A SEDIMENT TRAP OR SEDIMENT BASIN. USE WHEREVER STORMWATE-R RUNOFF MUST BE
20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED
THE TOP OF THE BARRIER.
PERMISSION.
TEMPORARILY DIVERTED TO PROTECT DISTURBED AREAS AND SLOPES OR RETAIN SEDIMENT ON
WITHIN 30 DAYS OF FINAL S17E STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED,
d. ALL SEEDED AREAS WILL BE CHECKED REGULARLY TO SEE THAT A GOOD STAND
13. MAINTAIN ALL EROSION CONTROL MEASURES AS SPECIFIED IN THE VIRGINIA ER05I ON AND SEDIMENT CONTROL HANDBOOK, REMOVING
SITE DURING CONSTRUCTION. THESE STRUCTURES GENERALLY HAVE A LIFE EXPECTANCY OF 18
SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR.
IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND RESEEDED AS NEEDED.
ONLY WHEN APPROVED BY THE LOCAL PROGRAM ADMINISTRATOR IN ACCORDANCE WITH THE VIRGINIA EROSION AND SEDIMENT
MON774S OR LESS, WHICH CAN BE PROLONGED WITH PROPER MAINTENANCE.
21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT W177-IIN 1 YEAR OF
774E DATE OF APPROVAL. WATER PR07EC77ON ORDINANCE SEC77ON 17 -204G.
{ )
IN CASE OF EMERGENCY, THE PRIMARY CONTACT FOR THE PROJECT WILL BE THE RLD
CONTROL HANDBOOK.
3.13 TEMPORARY SEDIMENT TRAP:
22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9)
OR CONTRACTOR ON -SITE. THE CONTRACTOR WILL BE DETERMINED A T 774E 77ME THE
14. UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM ADMINISTRATOR. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS
A TEMPORARY PONDING AREA FORMED BY CONS7RUC77NG AN EARTHEN EMBANKMENT WITH A
MONTH S AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER
CONTRACT IS AWARDED. IN ADDITION THE OWNER MAY BE CONTACTED, MR. ALAN
T EROSION
RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY S A BILIZED TO PREVENT FURTHER HE AND
STONE OUTLET. TO DETAIN SEDIMENT -LADEN RUNOFF FROM SMALL DISTURBED AREAS LONG
PROTECTION ORDINANCE SEC77ON 17 -207B)
TAYLOR. UPON COMPLETION OF THE PROJECT, THE OWNER WILL BE RESPONSIBLE
SEDIMENTATION.
ENOUGH TO ALLOW THE MAJORITY OF 774E SEDIMENT TO SETTLE OUT USE BELOW DISTURBED
FOR SITE MAINTENANCE.
IMPROVE WILDLIFE HABITAT. TO ENHANCE NATURAL BEAUTY. UPON COMPLE7ON OF S
AREAS WHERE 7HE TOTAL CONTRIBU77NG DRAINAGE AREA IS LESS 77-IAN 3 ACRES, WHERE THE
SOIL DESCRIPTION
IIIIIIIIIIIIIIIIIIIIIIIIII
SEDIMENT TRAP WILL BE USED NO LONGER THAN 18 MON7HS, AND IT MAY BE CONSTRUCTED
CONSTRUCTION AC71V/77ES, ALL AREAS WILL RECEIVE' A PERMANENT VEGETATIVE COVER.
SECTION A -A
__m
EITHER INDEPENDENTLY OR IN CONJUNC77ON W7774 A TEMPORARY DIVERSION DIKE.
16 - CHEWACLA SILT LOAM (0 TO 27 SLOPES)
�
TABLE 331 -B
314 TEMPORARY SEDIMENT BASIN:
SOIL IS DEEP, NEARLY LEVEL AND SOMEWHAT POORLY DRAINED.
CUB INLET
ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS
A TEMPORARY BARRIER OR DAM KITH A CONTROLLED STORMWATER RELEASE STRUCTURE
AR BROWN SILT LOAM ABOUT 8" THICK, UPPER
SURFACE LAYER IS DARK ,
Lo
-
FORMED BY CONSTRUCTING AN EMBANKMENT OF COMPACTED SOIL ACROSS A DRA/NAGEWA Y.
SUBSOIL LAYER TO ABOUT A DEPTH OF 26" THICK AND IS MOSTLY PALE
APPLICA77ON OF PLANT RESIDUES OR OTHER SUITABLE MATERIALS TO 774E SOIL SURFACE. TO
-._ O
F � -
"QUICK REFERENCE FOR ALL REGIONS"
TO DETAIL SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN "WET" AND `DRY" STORAGE
BROWN AND LIGHT YELLOWISH BROWN SILT LOAM AND SILTY CLAY LOAM
LONG ENOUGH FOR THE MAJORITY OF THE SEDIMENT TO SETTLE OUT. APPLIES BELOW
WITH LIGHT GRAY MOTTLES, LOWER PART OF SUBSOIL TO A DEPTH OF
Rate
Planting Dates cis ac
DISTURBED AREAS WHERE THE TOTAL CON7RIBU77NG DRAINAGE AREA IS EQUAL TO OR
60" OR MORE IS LIGHT BROWNISH GRAY AND YELLOWISH BROWN SILTY
THE VELOCITY OF OVERLAND FLOW. TO FOSTER THE GROWTH OF VEGETATION BY INCREASING
GREATER THAN THREE ACRES THERE MUST BE SUFFICIENT SPACE AND APPROPRIATE
CLAY LOAM AND SILT LOAM.
r n
TOPOGRAPHY FOR THE C0NS7RUC77ON OF A TEMPORARY IMPOUNDMENT.
`__ - - �
Sept. 1 -Feb- 15 50/50 Mix of
51B - MANTEO CHANNERY SILT LOAM (27 TO 79 SLOPES)
n- N 9� "
" .;: T
Annual Ryegrass
3.18 OUTLET PROTECTION:
STRUCTURALLY LINED APRONS OR OTHER ACCEPTABLE ENERGY DISSIPA71NG DEVICES PLACED
SOIL IS SHALLOW, GEN7L Y SLOPING AND SOMEWHAT EXCESSIVELY
WARE SCREEN -l� CONCRE7E BLOCK
(Lolium muki- florum)
& 50-100
AT 174E OUTLETS OF P /PES OR PAVED CHANNEL SECTIONS TO PREVENT SCOUR AT DRAINED. SURFACE LAYER IS VERY DARK GRAYISH BROWN AND BROWN - Cereal (Winter) Rye
STORMWATER OUTLETS, TO PROTECT 774E OUTLET STRUCTURE, AND TO MINIMIZE 774E P07EN77AL SILT LOAM ABOUT 6" THICK. SUBSOIL IS YELLOWISH BROWN, FR /ABLE GRAVEL' FIL7ER (Seale cereale)
FOR DOWNS7REAM EROSION BY REDUCING 7HE VELOCITY AND ENERGY OF CONCEN7RA7ED " " OR /5 COARSE AGGREGATE
STORMWATER FLOWS APPLICABLE TO 774E OUTLETS OF ALL PIPES AND ENGINEERED CHANNEL ABOUT 8 THICK. SUBSTRATUM !S ABOUT 4 774 /C,K AND /S BROWNISH
TIDTAL LBS YELLOW. BEDROCK IS AT A DEPTH OF 18': BLOCK & GRAVEL CURB INLET Feb. 16 - Apr. 30 Annual Ryegrass 60-100
GElEItAL SLQPE (fit OR LESS PER.� SECTIONS. IP 3.07 -8 (Loti� multi- flolvm)
KENTUCKY 31 FESCUE 128 Les. 319 RIPRAP: 51C - MANTEO CHANNERY SILT LOAM (77 TO 157 SLOPES) SEDIMENT FILTER
RED TOP GRASS 2 LBS. A PERMANENT, EROSION - RESISTANT GROUND COVER OF LARGE, LOOSE, ANGULAR STONE WITH SOIL IS SHALLOW STRONGLY SLOPING AND SOMEWHAT EXCESSIVELY NO SCALE
,
SEASONAL NURSE CROP 20 LBS. FILTER FABRIC OR GRANULAR UNDERLINING. TO PROTECT 774E SOIL FROM THE EROSIVE DRAINED. SURFACE LAYER IS VERY DARK GRAYISH BROWN AND BROWN
FORCES OF CONCENTRATED RUNOFF, SLOW THE VELOCITY OF CONCENTRATED RUNOFF WHILE SILT LOAM ABOUT 6" THICK. SUBSOIL IS YELLOWSH BROWN, FRIABLE
SEASONAL. NURSE CROP 150 LBS ENHANCING 774E P07EN77AL FOR INFILTRATION, AND TO STAFILIZE SLOPES WITH SEEPAGE ABOUT 8" 7711CK. SUBS7RATUM IS ABOUT 4" THICK AND IS BROWNISH
PROBLEMS, AND /OR NON - COHESIVE SOILS USE WHEREVEP SOIL AND WATER IN7FRFACE AND YELLOW. BEDROCK IS AT A DEPTH OF 18".
FEBRUARY 16 THROUGH APRIL ANNUAL RYE 7HE SOIL CONDITIONS, WATER TURBULENCE AND VELOCITY, EXPECTED VEGETA77VE COVER, ETC,
MAY 1 THROUGH AUGUST 15 FOXTAIL MILLET ARE SUCH THAT THE SOIL MAY ERODE UNDER 774E DESIGN FLOW CONDITIONS. 51D - MANTEO CHANNERY SILT LOAM 159. TO 257 SLOPES
AUGUST 16 THROUGH OCTOBER ANNUAL RYE
NOVEMBER THROUGH FEBRUARY 15 WINTER RYE 3.31 TEMPORARY SEEDING: SOIL 1S SHALLOW, MODERATELY SLOPING AND SOMEWHAT EXCESSIVELY
NOTES: 774E ESTABLISHMENT OF A TEMPORARY VEGETA77VE COVER ON DISTURBED AREAS BY SEEDING DRAINED. SURFACE LAYER IS VERY DARK GRAYISH BROWN AND BROWN
WITH APPROPRIATE" RAPIDLY GROWING ANNUAL PLANTS TO REDUCE EROSION AND SILT LOAM ABOUT 6" THICK. SUBSOIL IS YELLOWISH BROWN, FRIABLE
1. LIME AND FERTILIZER NEEDS SHALL BE DETERMINED BY SOIL SEDIMENTA77ON BY STABILIZING DISTURBED AREAS THAT WILL NOT BE BROUGHT TO FINAL ABOUT 8" THICK. SUBSTRATUM IS ABOUT 4" THICK AND IS BROWNISH
TESTS AND APPLIED IN ACCORDANCE WITH VESCH STD. 3.32. GRADE FOR A PERIOD OF A410RE THAN 30 DAYS TO REDUCE DAMAGE FROM SEDIMENT AND YELLOW. BEDROCK IS AT A DEPTH OF 18 ".
2. SEEDINGS TO BE MULCHED IMMEDIATELY UPON COMPLETION RUNOFF TO DOWNSTREAM OR OFF -SITE- AREAS, AND TO PROVIDE PR07ECT70N TO BARE SOILS
OF SEED APPLICATION, IN ACCORDANCE W/ VESCH STD 3.35. EXPOSED DURING CONSTRUCTION UN77L PERMANENT VEGETA77ON OR OTHER EROSION CONTROL 62B - NASON SILT LOAM (27 TO 77 SLOPES)
MEASURES CAN BE ESTABLISHED. SOIL IS DEEP, GENTLY SLOPING AND WELL DRAINED. SURFACE LAYER IS
May 1 - Aug 31 German Millet 50
(Solaria italics)
I L
Source: Va. DSWC
_� SECTION A -A
THEMSELVES, CAN BE USED IN CONJUNCTION W774 7E•MPORARY SEEDING.
3.36 SOIL STABILIZA77ON BLANKETS & MAT77NG:
774E INSTALLA77ON OF A PROTECTIVE COVERING (BLANKET) OR A SOIL STABILIZATION MAT ON A
PREPARED PLAN77NG AREA OF A STEEP SLOPE, CHANNEL OR SHORELINE. TO AID IN
4
IF -1 II I
I II II I
I II 4' II 1
1 II II 1
1 1 t II I
RISER CREST ELEVATION S PIPE OUTLET CONDITIONS 318-}
NO SCALE
POSTS MIN. SIZE 4" SQUARE
CONTROLLING EROSION ON CRITICAL AREAS BY PROVIDING A MICROGLIMATE WHICH PROTECTS OR 5" ROUND. SET AT
YOUNG VEGETATION AND PROMOTES ITS ESTABLISHMENT. APPLIES ON SHORT, STEEP SLOPES 8' LEAST 3' INTO THE GROUND
WHERE EROSION HAZARD IS HIGH AND PLAN77NG IS LIKELY TO BE TOO SLOW IN PROVIDING H H -t
ADEQUATE- PR07E-CTIVE COVER.
SHALLOW
3 38 TREE PRESERVA770N AND PR07E'G770N• SLOPE ''+
OMERSION U1TCH """"'"� ! ' I PAW
MINIMUM WIDTH AT Tp PM OLVIOLVICE it
DESIGN WATER
C.EVATION IS 4.0' PLAN VIEW
MUST EXTEND FULL YAM OF
INGRESS AND EGRESS OPERATION SET 1 t /2- WATER
HYDRANT WITH FROST .
- --- ---^2% fir, MM,� PROOF HYDRANT 3•
4 ABOVE GRADE AND 4'
OFF EDGE OF PAVEMENT.
SECTION A -A
NOTE: A MINIMUM WATER TRAP OF 1- IS REQUIRED
WITH A MINIMUM WASH HOSE DIA. OF 1.5-
5 PAVED TEMP COW SM
9 sa1IF lira
ATTACH FILTER FABRIC
TO STAKES OR POSTS &
EXTEND IT INTO TRENCH
WOODEN STAKE
STEEL POST, = 5' MIN.
EXCAVATED SOIL
COMPAC EDD AND
4 "x4" TRENCH J
SIL T FENCE
sF (WI THOU T WIRE SUPPOR T) 05-
NO SCALE
; FENCING AND ARMORING �
i
1
.,'. •r.
y V
tj t
(�
Irav
�,R
i SNOW FENCE
`�
C
�.I
'f �,,�
00 so
?.
` 00 k I III !
so I I I
d I:
I
I,,,� j � j�'I,
l
: 90WO PENCE 00
! CM FENCE
CORRECT METHODS
r,7 r
• �I% �i
.
CORRECT ARMORING :�••�
1992
3.08
SILT FENCE CULVERT INLET
PROTECTION
.
1 -- __- - -- -------- - - - - -- - - --
j It ,, -, .
ra a nA - t- sawn
I
_� _ __
` -- - - -' me OF "I
T4T DKY
f
*owmm is OIS` Y ' IF fu.
I OPTIONAL STONE COMBINATION **
"...'.. i
_ I T,
V_ ati� oa f5 ca+�st +ronaare ,--a,, + ma.,
MGM S'a.ORtY aF RON K IXPCCTFD
Source: Adapted from VDOT Standard
Sheets and Va. DSWC
111.44
PR07EC77ON OF DESIRABLE' TREES FROM MECHANICAL OR 07HER INJURY DURING LAND , W ON S A L SLOPES, SMIPS
"" NPIT TECTIVE COVERINGS
DISTURBING AND CONSTRUCTION AC77WTY. TO ENSURE THE SURVIVAL OF DESIRABLE 7REES - I BE APPLIED ACROSS BERM
WHERE THEY WILL BE EFFEC77VE FOR EROSION AND SEDIMENT CONTROL, WATERSHED - THE SLOPE.
PROTFC77ON, LANDSCAPE BEAUTIFICATION, DUST AND POLLU77ON CONTROL, NOISE REDUCTION, 1. SET POSTS AND EXCAVATE A 4 "X4" 2. STAPLE WIRE FENCING TO THE POSTS. J. ATTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE -1 WHERE THERE IS A BERM AT THE TOP OF THE SLOPE
SHADE AND 07HER ENVIRONMENTAL BENEFITS WHILE 774E LAND IS BEING CONV£R7ED FROM TRENCH UPSLOPE ALONG THE LINE THE WRE FENCE AND EXTEND EXCAVATED SOIL. r., BRING THE MATERIAL OVER THE BERM AND ANCHOR It
FOREST TO URBAN -TYPE USES APPLIES IN TREE- INHABl7E•D AREAS SUBJECT TO LAND ,,,: BEHIND THE BERM.
OF POSTS. IT INTO THE TRENCH. I I -.
DISTURBING ACTT V17TES _
4"
1.
339 DUST CONTROL: BRING MATERIAL DOWN TO A LEVEL AREA BEFORE STEEP
REDUCING SURFACE AND AIR MOVEMENT OF DUST DURING LAND DISTURBING, DEMOL17ION AND TERMINATING THE INSTALLATION„ TURN THE END SLOPE
�-� / UNDER 4 AND STAPLE AT 12 INTERVALS
CONS7RUC17ON AC71V171ES TO PREVENT SURFACE AND AIR MOVEMENT OF DUST FROM -- / _ - ` .' :.: `:; : - ,_ "::,; °: t . ';' _ 12" 11 /_ G I .. :. . :..... !I /`
EXPOSED SOIL SURFACES AND REDUCE 774E PRESENCE OF AIRBORNE SUBSTANCES WHICH MAY I
I!'
,._..
PRESENT HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS OR HARM ANIMAL OR PLANT LIFE. � -� /� � , 41qq � I � DITCH ..; F LOW DUST CONTROL MEASURES SHALL BE EMPLOYED TO PREVENT SURFACE AND AlR MOVEMENT OF ( / _� IN DITCHES APPLY PROTECTIVE COVERING
DUST DURING CONSTRUCTION. MEASURES EMPLOYED SHALL BE IN ACCORDANCE W97H THE "' _ - - PARALLEL fo THE DIRECTION OF FLOW. - '' > VESCH. //��` I // -+�` =- 01 ----- �fI I 11= ��" USE CHECK SLOTS AS REQUIRED. AVOID _
/ 1 _, _ / T -� - W11AIIAW1 1 /ArCO /AI IAI Tl1C nCA1=0 /'1C '1
/
/�/ `_ r G-
G� -) i I_
III= ' '"
- - III -I I !=''
1 ' 1 - -1 I I- , � I !
11 11-
SIL T FENCE
sF (WITH WIRE SUPPORT) 05-2
NO SCALE
I_--,.---
EXTENSION OF FABRIC AND WRE INTO THE TRENCH.
ON SLOPES APPLY
O DIRECTION lOF FLOWLLEL
AND ANCHOR SECURELY.
Plate 3:08.1
1.
. ; i%wm
B/M SOIL STABILIZA TION BLANKET No
TREA T MENT 1 SOIL STABILIZ477ON MArnNG MATERIAL SHALL BE INSTALLED AS
NO SCALE REQUESTED BY 774E ALBEMARLE COUNTY EROSION CONTROL INSPECTOR
�,TH 00�
°, ���
,_1
SCOTT R. COLLINS'Z
U No. 35791 ,2
1,11,; w�
o��SSIOVAL ElI OA
z
O
a
CC
U
m
w
0
z
O
>
w
z
0 w
H
N
W
1n 1n
-4 1-4
O N
� Ln
0 o
z 0 0
O_
h ¢ tom
' - I-
U
Lf) � � �
a N O O
o a � �
4 z) �
w Z O O
Ce Of 13�
a- a
U) U)
w w
ce QY
to to
111 - ,4 -4
M Lfl kD
L)
0-1 40�
® �
N
mI-
It M
Nt
ar,
W N
W
J
® _`
V U) w
z°
J
Q
WO
Y
Ul W
�
W
Z
w
w
I U)
j W
'4
r@71..
N
z
:5
CL U�.,�
O H
CL F-
3: C1
Q
I z
U
0
[V pe
z
0 0
a
z
U a
o
z�
P-4 W y
[a- 5- -6
U
W LU
0
o
a
06
W
z�
� 0�
v
t+
O W �
1 _III
\/ 1 J
a
6
v
D
0
z WE
0
LU z
z
z
Lr
(D L
2
z
C
2
a
c
`C
w v
J
b F- r
In w s
w
a
a I U') Q
JOB NO. ,I
142109
SCALE 1C
N/A I
I
SHEET NO.
3
I
PERMANENT SEEDING SCHEDULE 3
STABILlZAT70N: G
GRAYISH BROWN AND YELLOWISH BROWN SILT LOAM AND ABOUT 8" THICK.
PS P
NO SCALE T
332 PERMANENT S
SUBSOIL IS MOSTLY YELLOWISH RED AND STRONG BROWN SILTY CLAY
SEED. TO REDUCE EROSION AND DECREASE SEDIMENT WELD FROM DISTURBED AREAS TO L
LOAM ABOUT 31" THICK. SUBSTRATUM TO A DEPTH OF ABOUT 50" IS A
A 4
STD. &SPEC. 3.32 OF VIRGINIA EROSION & S
PERMANENTLY STABILIZE DISTURBED AREAS IN A MANNER THAT IS ECONOMICAL, ADAPTABLE TO M
MOSTLY 57RONG BROWN, YELLOWISH BROWN AND RED SILT LOAM.
SEDIMENT CONTROL HANDBOOK, 3RD ED.) S
SITE CONDITIONS, AND ALLOWS SELEC77ON OF 7HE MOST APPROPRIATE PLANT MATERIALS TO d
d 4
IMPROVE WILDLIFE HABITAT. TO ENHANCE NATURAL BEAUTY. UPON COMPLE7ON OF S
CONSTRUCTION AC71V/77ES, ALL AREAS WILL RECEIVE' A PERMANENT VEGETATIVE COVER.
SECTION A -A
PIPE OUTLET TO FLAT AREA WA7H NO DEFINED CHANNEL
411
3.35 MULCHING.• L
Lo
APPLICA77ON OF PLANT RESIDUES OR OTHER SUITABLE MATERIALS TO 774E SOIL SURFACE. TO
PREVENT EROSION BY PR07EC77NG THE SOIL SURFACE FROM RAINDROP IMPACT AND REDUCING S
SEDIMENT BASIN BAFFLE DETAIL r
THE VELOCITY OF OVERLAND FLOW. TO FOSTER THE GROWTH OF VEGETATION BY INCREASING
r n
AVAILABLE MOISTURE AND PROVIDING INSULA77ON AGAINST EXTREME HEAT AND COLD. AREAS N
NO SCALE I
n- N 9� "
" .;: T
I 1
WHICH HA VE BEEN PERMAN'EN R Y SEEDED SHOULD BE MULCHED IMMEDIA TEL Y FOLLOWING -
-
1
SEEDING. AREAS WHICH CANNOT BE SEEDED BECAUSE OF THE SEASON SHOULD BE MULCHED S
SHEETS OF 4 x8'xj' EXTERIOR d
d
USING ORGANIC MULCH. MULCH MAY BE USED TOGEMER WITH PLAN77NGS OF TREES, SHRUBS, P
PLYWOOD OR EQUIVALENT " }
} P
OR CERTAIN GROUND COVERS WHICH DO NOT PROVIDE ADEQUA7E SOIL STABILIZA 77ON BY _
THEMSELVES, CAN BE USED IN CONJUNCTION W774 7E•MPORARY SEEDING.
3.36 SOIL STABILIZA77ON BLANKETS & MAT77NG:
774E INSTALLA77ON OF A PROTECTIVE COVERING (BLANKET) OR A SOIL STABILIZATION MAT ON A
PREPARED PLAN77NG AREA OF A STEEP SLOPE, CHANNEL OR SHORELINE. TO AID IN
4
IF -1 II I
I II II I
I II 4' II 1
1 II II 1
1 1 t II I
RISER CREST ELEVATION S PIPE OUTLET CONDITIONS 318-}
NO SCALE
POSTS MIN. SIZE 4" SQUARE
CONTROLLING EROSION ON CRITICAL AREAS BY PROVIDING A MICROGLIMATE WHICH PROTECTS OR 5" ROUND. SET AT
YOUNG VEGETATION AND PROMOTES ITS ESTABLISHMENT. APPLIES ON SHORT, STEEP SLOPES 8' LEAST 3' INTO THE GROUND
WHERE EROSION HAZARD IS HIGH AND PLAN77NG IS LIKELY TO BE TOO SLOW IN PROVIDING H H -t
ADEQUATE- PR07E-CTIVE COVER.
SHALLOW
3 38 TREE PRESERVA770N AND PR07E'G770N• SLOPE ''+
OMERSION U1TCH """"'"� ! ' I PAW
MINIMUM WIDTH AT Tp PM OLVIOLVICE it
DESIGN WATER
C.EVATION IS 4.0' PLAN VIEW
MUST EXTEND FULL YAM OF
INGRESS AND EGRESS OPERATION SET 1 t /2- WATER
HYDRANT WITH FROST .
- --- ---^2% fir, MM,� PROOF HYDRANT 3•
4 ABOVE GRADE AND 4'
OFF EDGE OF PAVEMENT.
SECTION A -A
NOTE: A MINIMUM WATER TRAP OF 1- IS REQUIRED
WITH A MINIMUM WASH HOSE DIA. OF 1.5-
5 PAVED TEMP COW SM
9 sa1IF lira
ATTACH FILTER FABRIC
TO STAKES OR POSTS &
EXTEND IT INTO TRENCH
WOODEN STAKE
STEEL POST, = 5' MIN.
EXCAVATED SOIL
COMPAC EDD AND
4 "x4" TRENCH J
SIL T FENCE
sF (WI THOU T WIRE SUPPOR T) 05-
NO SCALE
; FENCING AND ARMORING �
i
1
.,'. •r.
y V
tj t
(�
Irav
�,R
i SNOW FENCE
`�
C
�.I
'f �,,�
00 so
?.
` 00 k I III !
so I I I
d I:
I
I,,,� j � j�'I,
l
: 90WO PENCE 00
! CM FENCE
CORRECT METHODS
r,7 r
• �I% �i
.
CORRECT ARMORING :�••�
1992
3.08
SILT FENCE CULVERT INLET
PROTECTION
.
1 -- __- - -- -------- - - - - -- - - --
j It ,, -, .
ra a nA - t- sawn
I
_� _ __
` -- - - -' me OF "I
T4T DKY
f
*owmm is OIS` Y ' IF fu.
I OPTIONAL STONE COMBINATION **
"...'.. i
_ I T,
V_ ati� oa f5 ca+�st +ronaare ,--a,, + ma.,
MGM S'a.ORtY aF RON K IXPCCTFD
Source: Adapted from VDOT Standard
Sheets and Va. DSWC
111.44
PR07EC77ON OF DESIRABLE' TREES FROM MECHANICAL OR 07HER INJURY DURING LAND , W ON S A L SLOPES, SMIPS
"" NPIT TECTIVE COVERINGS
DISTURBING AND CONSTRUCTION AC77WTY. TO ENSURE THE SURVIVAL OF DESIRABLE 7REES - I BE APPLIED ACROSS BERM
WHERE THEY WILL BE EFFEC77VE FOR EROSION AND SEDIMENT CONTROL, WATERSHED - THE SLOPE.
PROTFC77ON, LANDSCAPE BEAUTIFICATION, DUST AND POLLU77ON CONTROL, NOISE REDUCTION, 1. SET POSTS AND EXCAVATE A 4 "X4" 2. STAPLE WIRE FENCING TO THE POSTS. J. ATTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE -1 WHERE THERE IS A BERM AT THE TOP OF THE SLOPE
SHADE AND 07HER ENVIRONMENTAL BENEFITS WHILE 774E LAND IS BEING CONV£R7ED FROM TRENCH UPSLOPE ALONG THE LINE THE WRE FENCE AND EXTEND EXCAVATED SOIL. r., BRING THE MATERIAL OVER THE BERM AND ANCHOR It
FOREST TO URBAN -TYPE USES APPLIES IN TREE- INHABl7E•D AREAS SUBJECT TO LAND ,,,: BEHIND THE BERM.
OF POSTS. IT INTO THE TRENCH. I I -.
DISTURBING ACTT V17TES _
4"
1.
339 DUST CONTROL: BRING MATERIAL DOWN TO A LEVEL AREA BEFORE STEEP
REDUCING SURFACE AND AIR MOVEMENT OF DUST DURING LAND DISTURBING, DEMOL17ION AND TERMINATING THE INSTALLATION„ TURN THE END SLOPE
�-� / UNDER 4 AND STAPLE AT 12 INTERVALS
CONS7RUC17ON AC71V171ES TO PREVENT SURFACE AND AIR MOVEMENT OF DUST FROM -- / _ - ` .' :.: `:; : - ,_ "::,; °: t . ';' _ 12" 11 /_ G I .. :. . :..... !I /`
EXPOSED SOIL SURFACES AND REDUCE 774E PRESENCE OF AIRBORNE SUBSTANCES WHICH MAY I
I!'
,._..
PRESENT HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS OR HARM ANIMAL OR PLANT LIFE. � -� /� � , 41qq � I � DITCH ..; F LOW DUST CONTROL MEASURES SHALL BE EMPLOYED TO PREVENT SURFACE AND AlR MOVEMENT OF ( / _� IN DITCHES APPLY PROTECTIVE COVERING
DUST DURING CONSTRUCTION. MEASURES EMPLOYED SHALL BE IN ACCORDANCE W97H THE "' _ - - PARALLEL fo THE DIRECTION OF FLOW. - '' > VESCH. //��` I // -+�` =- 01 ----- �fI I 11= ��" USE CHECK SLOTS AS REQUIRED. AVOID _
/ 1 _, _ / T -� - W11AIIAW1 1 /ArCO /AI IAI Tl1C nCA1=0 /'1C '1
/
/�/ `_ r G-
G� -) i I_
III= ' '"
- - III -I I !=''
1 ' 1 - -1 I I- , � I !
11 11-
SIL T FENCE
sF (WITH WIRE SUPPORT) 05-2
NO SCALE
I_--,.---
EXTENSION OF FABRIC AND WRE INTO THE TRENCH.
ON SLOPES APPLY
O DIRECTION lOF FLOWLLEL
AND ANCHOR SECURELY.
Plate 3:08.1
1.
. ; i%wm
B/M SOIL STABILIZA TION BLANKET No
TREA T MENT 1 SOIL STABILIZ477ON MArnNG MATERIAL SHALL BE INSTALLED AS
NO SCALE REQUESTED BY 774E ALBEMARLE COUNTY EROSION CONTROL INSPECTOR
�,TH 00�
°, ���
,_1
SCOTT R. COLLINS'Z
U No. 35791 ,2
1,11,; w�
o��SSIOVAL ElI OA
z
O
a
CC
U
m
w
0
z
O
>
w
z
0 w
H
N
W
1n 1n
-4 1-4
O N
� Ln
0 o
z 0 0
O_
h ¢ tom
' - I-
U
Lf) � � �
a N O O
o a � �
4 z) �
w Z O O
Ce Of 13�
a- a
U) U)
w w
ce QY
to to
111 - ,4 -4
M Lfl kD
L)
0-1 40�
® �
N
mI-
It M
Nt
ar,
W N
W
J
® _`
V U) w
z°
J
Q
WO
Y
Ul W
�
W
Z
w
w
I U)
j W
'4
r@71..
N
z
:5
CL U�.,�
O H
CL F-
3: C1
Q
I z
U
0
[V pe
z
0 0
a
z
U a
o
z�
P-4 W y
[a- 5- -6
U
W LU
0
o
a
06
W
z�
� 0�
v
t+
O W �
1 _III
\/ 1 J
a
6
v
D
0
z WE
0
LU z
z
z
Lr
(D L
2
z
C
2
a
c
`C
w v
J
b F- r
In w s
w
a
a I U') Q
JOB NO. ,I
142109
SCALE 1C
N/A I
I
SHEET NO.
3
I
RISER CREST ELEVATION S PIPE OUTLET CONDITIONS 318-}
NO SCALE
POSTS MIN. SIZE 4" SQUARE
CONTROLLING EROSION ON CRITICAL AREAS BY PROVIDING A MICROGLIMATE WHICH PROTECTS OR 5" ROUND. SET AT
YOUNG VEGETATION AND PROMOTES ITS ESTABLISHMENT. APPLIES ON SHORT, STEEP SLOPES 8' LEAST 3' INTO THE GROUND
WHERE EROSION HAZARD IS HIGH AND PLAN77NG IS LIKELY TO BE TOO SLOW IN PROVIDING H H -t
ADEQUATE- PR07E-CTIVE COVER.
SHALLOW
3 38 TREE PRESERVA770N AND PR07E'G770N• SLOPE ''+
OMERSION U1TCH """"'"� ! ' I PAW
MINIMUM WIDTH AT Tp PM OLVIOLVICE it
DESIGN WATER
C.EVATION IS 4.0' PLAN VIEW
MUST EXTEND FULL YAM OF
INGRESS AND EGRESS OPERATION SET 1 t /2- WATER
HYDRANT WITH FROST .
- --- ---^2% fir, MM,� PROOF HYDRANT 3•
4 ABOVE GRADE AND 4'
OFF EDGE OF PAVEMENT.
SECTION A -A
NOTE: A MINIMUM WATER TRAP OF 1- IS REQUIRED
WITH A MINIMUM WASH HOSE DIA. OF 1.5-
5 PAVED TEMP COW SM
9 sa1IF lira
ATTACH FILTER FABRIC
TO STAKES OR POSTS &
EXTEND IT INTO TRENCH
WOODEN STAKE
STEEL POST, = 5' MIN.
EXCAVATED SOIL
COMPAC EDD AND
4 "x4" TRENCH J
SIL T FENCE
sF (WI THOU T WIRE SUPPOR T) 05-
NO SCALE
; FENCING AND ARMORING �
i
1
.,'. •r.
y V
tj t
(�
Irav
�,R
i SNOW FENCE
`�
C
�.I
'f �,,�
00 so
?.
` 00 k I III !
so I I I
d I:
I
I,,,� j � j�'I,
l
: 90WO PENCE 00
! CM FENCE
CORRECT METHODS
r,7 r
• �I% �i
.
CORRECT ARMORING :�••�
1992
3.08
SILT FENCE CULVERT INLET
PROTECTION
.
1 -- __- - -- -------- - - - - -- - - --
j It ,, -, .
ra a nA - t- sawn
I
_� _ __
` -- - - -' me OF "I
T4T DKY
f
*owmm is OIS` Y ' IF fu.
I OPTIONAL STONE COMBINATION **
"...'.. i
_ I T,
V_ ati� oa f5 ca+�st +ronaare ,--a,, + ma.,
MGM S'a.ORtY aF RON K IXPCCTFD
Source: Adapted from VDOT Standard
Sheets and Va. DSWC
111.44
PR07EC77ON OF DESIRABLE' TREES FROM MECHANICAL OR 07HER INJURY DURING LAND , W ON S A L SLOPES, SMIPS
"" NPIT TECTIVE COVERINGS
DISTURBING AND CONSTRUCTION AC77WTY. TO ENSURE THE SURVIVAL OF DESIRABLE 7REES - I BE APPLIED ACROSS BERM
WHERE THEY WILL BE EFFEC77VE FOR EROSION AND SEDIMENT CONTROL, WATERSHED - THE SLOPE.
PROTFC77ON, LANDSCAPE BEAUTIFICATION, DUST AND POLLU77ON CONTROL, NOISE REDUCTION, 1. SET POSTS AND EXCAVATE A 4 "X4" 2. STAPLE WIRE FENCING TO THE POSTS. J. ATTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE -1 WHERE THERE IS A BERM AT THE TOP OF THE SLOPE
SHADE AND 07HER ENVIRONMENTAL BENEFITS WHILE 774E LAND IS BEING CONV£R7ED FROM TRENCH UPSLOPE ALONG THE LINE THE WRE FENCE AND EXTEND EXCAVATED SOIL. r., BRING THE MATERIAL OVER THE BERM AND ANCHOR It
FOREST TO URBAN -TYPE USES APPLIES IN TREE- INHABl7E•D AREAS SUBJECT TO LAND ,,,: BEHIND THE BERM.
OF POSTS. IT INTO THE TRENCH. I I -.
DISTURBING ACTT V17TES _
4"
1.
339 DUST CONTROL: BRING MATERIAL DOWN TO A LEVEL AREA BEFORE STEEP
REDUCING SURFACE AND AIR MOVEMENT OF DUST DURING LAND DISTURBING, DEMOL17ION AND TERMINATING THE INSTALLATION„ TURN THE END SLOPE
�-� / UNDER 4 AND STAPLE AT 12 INTERVALS
CONS7RUC17ON AC71V171ES TO PREVENT SURFACE AND AIR MOVEMENT OF DUST FROM -- / _ - ` .' :.: `:; : - ,_ "::,; °: t . ';' _ 12" 11 /_ G I .. :. . :..... !I /`
EXPOSED SOIL SURFACES AND REDUCE 774E PRESENCE OF AIRBORNE SUBSTANCES WHICH MAY I
I!'
,._..
PRESENT HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS OR HARM ANIMAL OR PLANT LIFE. � -� /� � , 41qq � I � DITCH ..; F LOW DUST CONTROL MEASURES SHALL BE EMPLOYED TO PREVENT SURFACE AND AlR MOVEMENT OF ( / _� IN DITCHES APPLY PROTECTIVE COVERING
DUST DURING CONSTRUCTION. MEASURES EMPLOYED SHALL BE IN ACCORDANCE W97H THE "' _ - - PARALLEL fo THE DIRECTION OF FLOW. - '' > VESCH. //��` I // -+�` =- 01 ----- �fI I 11= ��" USE CHECK SLOTS AS REQUIRED. AVOID _
/ 1 _, _ / T -� - W11AIIAW1 1 /ArCO /AI IAI Tl1C nCA1=0 /'1C '1
/
/�/ `_ r G-
G� -) i I_
III= ' '"
- - III -I I !=''
1 ' 1 - -1 I I- , � I !
11 11-
SIL T FENCE
sF (WITH WIRE SUPPORT) 05-2
NO SCALE
I_--,.---
EXTENSION OF FABRIC AND WRE INTO THE TRENCH.
ON SLOPES APPLY
O DIRECTION lOF FLOWLLEL
AND ANCHOR SECURELY.
Plate 3:08.1
1.
. ; i%wm
B/M SOIL STABILIZA TION BLANKET No
TREA T MENT 1 SOIL STABILIZ477ON MArnNG MATERIAL SHALL BE INSTALLED AS
NO SCALE REQUESTED BY 774E ALBEMARLE COUNTY EROSION CONTROL INSPECTOR
�,TH 00�
°, ���
,_1
SCOTT R. COLLINS'Z
U No. 35791 ,2
1,11,; w�
o��SSIOVAL ElI OA
z
O
a
CC
U
m
w
0
z
O
>
w
z
0 w
H
N
W
1n 1n
-4 1-4
O N
� Ln
0 o
z 0 0
O_
h ¢ tom
' - I-
U
Lf) � � �
a N O O
o a � �
4 z) �
w Z O O
Ce Of 13�
a- a
U) U)
w w
ce QY
to to
111 - ,4 -4
M Lfl kD
L)
0-1 40�
® �
N
mI-
It M
Nt
ar,
W N
W
J
® _`
V U) w
z°
J
Q
WO
Y
Ul W
�
W
Z
w
w
I U)
j W
'4
r@71..
N
z
:5
CL U�.,�
O H
CL F-
3: C1
Q
I z
U
0
[V pe
z
0 0
a
z
U a
o
z�
P-4 W y
[a- 5- -6
U
W LU
0
o
a
06
W
z�
� 0�
v
t+
O W �
1 _III
\/ 1 J
a
6
v
D
0
z WE
0
LU z
z
z
Lr
(D L
2
z
C
2
a
c
`C
w v
J
b F- r
In w s
w
a
a I U') Q
JOB NO. ,I
142109
SCALE 1C
N/A I
I
SHEET NO.
3
I
ATTACH FILTER FABRIC
TO STAKES OR POSTS &
EXTEND IT INTO TRENCH
WOODEN STAKE
STEEL POST, = 5' MIN.
EXCAVATED SOIL
COMPAC EDD AND
4 "x4" TRENCH J
SIL T FENCE
sF (WI THOU T WIRE SUPPOR T) 05-
NO SCALE
; FENCING AND ARMORING �
i
1
.,'. •r.
y V
tj t
(�
Irav
�,R
i SNOW FENCE
`�
C
�.I
'f �,,�
00 so
?.
` 00 k I III !
so I I I
d I:
I
I,,,� j � j�'I,
l
: 90WO PENCE 00
! CM FENCE
CORRECT METHODS
r,7 r
• �I% �i
.
CORRECT ARMORING :�••�
1992
3.08
SILT FENCE CULVERT INLET
PROTECTION
.
1 -- __- - -- -------- - - - - -- - - --
j It ,, -, .
ra a nA - t- sawn
I
_� _ __
` -- - - -' me OF "I
T4T DKY
f
*owmm is OIS` Y ' IF fu.
I OPTIONAL STONE COMBINATION **
"...'.. i
_ I T,
V_ ati� oa f5 ca+�st +ronaare ,--a,, + ma.,
MGM S'a.ORtY aF RON K IXPCCTFD
Source: Adapted from VDOT Standard
Sheets and Va. DSWC
111.44
PR07EC77ON OF DESIRABLE' TREES FROM MECHANICAL OR 07HER INJURY DURING LAND , W ON S A L SLOPES, SMIPS
"" NPIT TECTIVE COVERINGS
DISTURBING AND CONSTRUCTION AC77WTY. TO ENSURE THE SURVIVAL OF DESIRABLE 7REES - I BE APPLIED ACROSS BERM
WHERE THEY WILL BE EFFEC77VE FOR EROSION AND SEDIMENT CONTROL, WATERSHED - THE SLOPE.
PROTFC77ON, LANDSCAPE BEAUTIFICATION, DUST AND POLLU77ON CONTROL, NOISE REDUCTION, 1. SET POSTS AND EXCAVATE A 4 "X4" 2. STAPLE WIRE FENCING TO THE POSTS. J. ATTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE -1 WHERE THERE IS A BERM AT THE TOP OF THE SLOPE
SHADE AND 07HER ENVIRONMENTAL BENEFITS WHILE 774E LAND IS BEING CONV£R7ED FROM TRENCH UPSLOPE ALONG THE LINE THE WRE FENCE AND EXTEND EXCAVATED SOIL. r., BRING THE MATERIAL OVER THE BERM AND ANCHOR It
FOREST TO URBAN -TYPE USES APPLIES IN TREE- INHABl7E•D AREAS SUBJECT TO LAND ,,,: BEHIND THE BERM.
OF POSTS. IT INTO THE TRENCH. I I -.
DISTURBING ACTT V17TES _
4"
1.
339 DUST CONTROL: BRING MATERIAL DOWN TO A LEVEL AREA BEFORE STEEP
REDUCING SURFACE AND AIR MOVEMENT OF DUST DURING LAND DISTURBING, DEMOL17ION AND TERMINATING THE INSTALLATION„ TURN THE END SLOPE
�-� / UNDER 4 AND STAPLE AT 12 INTERVALS
CONS7RUC17ON AC71V171ES TO PREVENT SURFACE AND AIR MOVEMENT OF DUST FROM -- / _ - ` .' :.: `:; : - ,_ "::,; °: t . ';' _ 12" 11 /_ G I .. :. . :..... !I /`
EXPOSED SOIL SURFACES AND REDUCE 774E PRESENCE OF AIRBORNE SUBSTANCES WHICH MAY I
I!'
,._..
PRESENT HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS OR HARM ANIMAL OR PLANT LIFE. � -� /� � , 41qq � I � DITCH ..; F LOW DUST CONTROL MEASURES SHALL BE EMPLOYED TO PREVENT SURFACE AND AlR MOVEMENT OF ( / _� IN DITCHES APPLY PROTECTIVE COVERING
DUST DURING CONSTRUCTION. MEASURES EMPLOYED SHALL BE IN ACCORDANCE W97H THE "' _ - - PARALLEL fo THE DIRECTION OF FLOW. - '' > VESCH. //��` I // -+�` =- 01 ----- �fI I 11= ��" USE CHECK SLOTS AS REQUIRED. AVOID _
/ 1 _, _ / T -� - W11AIIAW1 1 /ArCO /AI IAI Tl1C nCA1=0 /'1C '1
/
/�/ `_ r G-
G� -) i I_
III= ' '"
- - III -I I !=''
1 ' 1 - -1 I I- , � I !
11 11-
SIL T FENCE
sF (WITH WIRE SUPPORT) 05-2
NO SCALE
I_--,.---
EXTENSION OF FABRIC AND WRE INTO THE TRENCH.
ON SLOPES APPLY
O DIRECTION lOF FLOWLLEL
AND ANCHOR SECURELY.
Plate 3:08.1
1.
. ; i%wm
B/M SOIL STABILIZA TION BLANKET No
TREA T MENT 1 SOIL STABILIZ477ON MArnNG MATERIAL SHALL BE INSTALLED AS
NO SCALE REQUESTED BY 774E ALBEMARLE COUNTY EROSION CONTROL INSPECTOR
�,TH 00�
°, ���
,_1
SCOTT R. COLLINS'Z
U No. 35791 ,2
1,11,; w�
o��SSIOVAL ElI OA
z
O
a
CC
U
m
w
0
z
O
>
w
z
0 w
H
N
W
1n 1n
-4 1-4
O N
� Ln
0 o
z 0 0
O_
h ¢ tom
' - I-
U
Lf) � � �
a N O O
o a � �
4 z) �
w Z O O
Ce Of 13�
a- a
U) U)
w w
ce QY
to to
111 - ,4 -4
M Lfl kD
L)
0-1 40�
® �
N
mI-
It M
Nt
ar,
W N
W
J
® _`
V U) w
z°
J
Q
WO
Y
Ul W
�
W
Z
w
w
I U)
j W
'4
r@71..
N
z
:5
CL U�.,�
O H
CL F-
3: C1
Q
I z
U
0
[V pe
z
0 0
a
z
U a
o
z�
P-4 W y
[a- 5- -6
U
W LU
0
o
a
06
W
z�
� 0�
v
t+
O W �
1 _III
\/ 1 J
a
6
v
D
0
z WE
0
LU z
z
z
Lr
(D L
2
z
C
2
a
c
`C
w v
J
b F- r
In w s
w
a
a I U') Q
JOB NO. ,I
142109
SCALE 1C
N/A I
I
SHEET NO.
3
I
1992
3.08
SILT FENCE CULVERT INLET
PROTECTION
.
1 -- __- - -- -------- - - - - -- - - --
j It ,, -, .
ra a nA - t- sawn
I
_� _ __
` -- - - -' me OF "I
T4T DKY
f
*owmm is OIS` Y ' IF fu.
I OPTIONAL STONE COMBINATION **
"...'.. i
_ I T,
V_ ati� oa f5 ca+�st +ronaare ,--a,, + ma.,
MGM S'a.ORtY aF RON K IXPCCTFD
Source: Adapted from VDOT Standard
Sheets and Va. DSWC
111.44
PR07EC77ON OF DESIRABLE' TREES FROM MECHANICAL OR 07HER INJURY DURING LAND , W ON S A L SLOPES, SMIPS
"" NPIT TECTIVE COVERINGS
DISTURBING AND CONSTRUCTION AC77WTY. TO ENSURE THE SURVIVAL OF DESIRABLE 7REES - I BE APPLIED ACROSS BERM
WHERE THEY WILL BE EFFEC77VE FOR EROSION AND SEDIMENT CONTROL, WATERSHED - THE SLOPE.
PROTFC77ON, LANDSCAPE BEAUTIFICATION, DUST AND POLLU77ON CONTROL, NOISE REDUCTION, 1. SET POSTS AND EXCAVATE A 4 "X4" 2. STAPLE WIRE FENCING TO THE POSTS. J. ATTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE -1 WHERE THERE IS A BERM AT THE TOP OF THE SLOPE
SHADE AND 07HER ENVIRONMENTAL BENEFITS WHILE 774E LAND IS BEING CONV£R7ED FROM TRENCH UPSLOPE ALONG THE LINE THE WRE FENCE AND EXTEND EXCAVATED SOIL. r., BRING THE MATERIAL OVER THE BERM AND ANCHOR It
FOREST TO URBAN -TYPE USES APPLIES IN TREE- INHABl7E•D AREAS SUBJECT TO LAND ,,,: BEHIND THE BERM.
OF POSTS. IT INTO THE TRENCH. I I -.
DISTURBING ACTT V17TES _
4"
1.
339 DUST CONTROL: BRING MATERIAL DOWN TO A LEVEL AREA BEFORE STEEP
REDUCING SURFACE AND AIR MOVEMENT OF DUST DURING LAND DISTURBING, DEMOL17ION AND TERMINATING THE INSTALLATION„ TURN THE END SLOPE
�-� / UNDER 4 AND STAPLE AT 12 INTERVALS
CONS7RUC17ON AC71V171ES TO PREVENT SURFACE AND AIR MOVEMENT OF DUST FROM -- / _ - ` .' :.: `:; : - ,_ "::,; °: t . ';' _ 12" 11 /_ G I .. :. . :..... !I /`
EXPOSED SOIL SURFACES AND REDUCE 774E PRESENCE OF AIRBORNE SUBSTANCES WHICH MAY I
I!'
,._..
PRESENT HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS OR HARM ANIMAL OR PLANT LIFE. � -� /� � , 41qq � I � DITCH ..; F LOW DUST CONTROL MEASURES SHALL BE EMPLOYED TO PREVENT SURFACE AND AlR MOVEMENT OF ( / _� IN DITCHES APPLY PROTECTIVE COVERING
DUST DURING CONSTRUCTION. MEASURES EMPLOYED SHALL BE IN ACCORDANCE W97H THE "' _ - - PARALLEL fo THE DIRECTION OF FLOW. - '' > VESCH. //��` I // -+�` =- 01 ----- �fI I 11= ��" USE CHECK SLOTS AS REQUIRED. AVOID _
/ 1 _, _ / T -� - W11AIIAW1 1 /ArCO /AI IAI Tl1C nCA1=0 /'1C '1
/
/�/ `_ r G-
G� -) i I_
III= ' '"
- - III -I I !=''
1 ' 1 - -1 I I- , � I !
11 11-
SIL T FENCE
sF (WITH WIRE SUPPORT) 05-2
NO SCALE
I_--,.---
EXTENSION OF FABRIC AND WRE INTO THE TRENCH.
ON SLOPES APPLY
O DIRECTION lOF FLOWLLEL
AND ANCHOR SECURELY.
Plate 3:08.1
1.
. ; i%wm
B/M SOIL STABILIZA TION BLANKET No
TREA T MENT 1 SOIL STABILIZ477ON MArnNG MATERIAL SHALL BE INSTALLED AS
NO SCALE REQUESTED BY 774E ALBEMARLE COUNTY EROSION CONTROL INSPECTOR
�,TH 00�
°, ���
,_1
SCOTT R. COLLINS'Z
U No. 35791 ,2
1,11,; w�
o��SSIOVAL ElI OA
z
O
a
CC
U
m
w
0
z
O
>
w
z
0 w
H
N
W
1n 1n
-4 1-4
O N
� Ln
0 o
z 0 0
O_
h ¢ tom
' - I-
U
Lf) � � �
a N O O
o a � �
4 z) �
w Z O O
Ce Of 13�
a- a
U) U)
w w
ce QY
to to
111 - ,4 -4
M Lfl kD
L)
0-1 40�
® �
N
mI-
It M
Nt
ar,
W N
W
J
® _`
V U) w
z°
J
Q
WO
Y
Ul W
�
W
Z
w
w
I U)
j W
'4
r@71..
N
z
:5
CL U�.,�
O H
CL F-
3: C1
Q
I z
U
0
[V pe
z
0 0
a
z
U a
o
z�
P-4 W y
[a- 5- -6
U
W LU
0
o
a
06
W
z�
� 0�
v
t+
O W �
1 _III
\/ 1 J
a
6
v
D
0
z WE
0
LU z
z
z
Lr
(D L
2
z
C
2
a
c
`C
w v
J
b F- r
In w s
w
a
a I U') Q
JOB NO. ,I
142109
SCALE 1C
N/A I
I
SHEET NO.
3
I
/
/�/ `_ r G-
G� -) i I_
III= ' '"
- - III -I I !=''
1 ' 1 - -1 I I- , � I !
11 11-
SIL T FENCE
sF (WITH WIRE SUPPORT) 05-2
NO SCALE
I_--,.---
EXTENSION OF FABRIC AND WRE INTO THE TRENCH.
ON SLOPES APPLY
O DIRECTION lOF FLOWLLEL
AND ANCHOR SECURELY.
Plate 3:08.1
1.
. ; i%wm
B/M SOIL STABILIZA TION BLANKET No
TREA T MENT 1 SOIL STABILIZ477ON MArnNG MATERIAL SHALL BE INSTALLED AS
NO SCALE REQUESTED BY 774E ALBEMARLE COUNTY EROSION CONTROL INSPECTOR
�,TH 00�
°, ���
,_1
SCOTT R. COLLINS'Z
U No. 35791 ,2
1,11,; w�
o��SSIOVAL ElI OA
z
O
a
CC
U
m
w
0
z
O
>
w
z
0 w
H
N
W
1n 1n
-4 1-4
O N
� Ln
0 o
z 0 0
O_
h ¢ tom
' - I-
U
Lf) � � �
a N O O
o a � �
4 z) �
w Z O O
Ce Of 13�
a- a
U) U)
w w
ce QY
to to
111 - ,4 -4
M Lfl kD
L)
0-1 40�
® �
N
mI-
It M
Nt
ar,
W N
W
J
® _`
V U) w
z°
J
Q
WO
Y
Ul W
�
W
Z
w
w
I U)
j W
'4
r@71..
N
z
:5
CL U�.,�
O H
CL F-
3: C1
Q
I z
U
0
[V pe
z
0 0
a
z
U a
o
z�
P-4 W y
[a- 5- -6
U
W LU
0
o
a
06
W
z�
� 0�
v
t+
O W �
1 _III
\/ 1 J
a
6
v
D
0
z WE
0
LU z
z
z
Lr
(D L
2
z
C
2
a
c
`C
w v
J
b F- r
In w s
w
a
a I U') Q
JOB NO. ,I
142109
SCALE 1C
N/A I
I
SHEET NO.
3
I
'n U"
o rn
Ct to
0 0
w w
Q Q
J
W w
CC)
= O O
N U U
Q
Z
Z O O
U U
.rlim
C, 0
w w
a ce
u — . _
YYll.on Yf1 GG.7Y! I: .. . Y. >... .. .. _ _ ; -.- .; _.. ..
/ , / x U MAIN AINt _. _ \ i / ..
c
>.. ..... Ln
_
,
.60 AC
( �.n -K2-OA-00700
TMP. 093A5
K
i
VI DEVELOPMENT INC o
_ ._ / .. , . ._ _.:._ • . ... _. _. _ OWNER. SANSO CH
i
n� � ! �
7
® M
® M
N Z
M z
N �
4 0
u04 0�
Q F—
Z
7 0
® J V
> U z
U) N w
O �
J W
es� U)
Q p o'
U Q
U
� z
w LU o
CIS cn
0
cf) W cl�
% � w
W .
i
_� o
U W
z Q
jw w
CL
O
N
w
J
U ~
�-� w
O ww
ce
y,^^
V/
JOB NO.
142109
SCALE
1 " =50'
SHEET NO.
5
=z
I
z
z
p
p
3
i O
u y
a>
u n
� x
�a
� 3
s
r O
it
J to
G
+� V
� C
� p
i V
�p
a�
o�
a�
� c
U �
� V
N Y
L If
V �
d p
V
O p
C -O
U
O
D p
p C
N _
O
D
O .
N N
p�
�p
o
O
�o
� 3
SEDIMENT BASIN #1 PROFILE(SCALEI " =4o')
375
PROPOSED 01
INVERT IN =3
5" CL. III FRCP BARREL, 84 LF TOP OF
I PROPOSED GRADE
24.00'; INVERT OUT = 822.00' DAM = 336.00
350 - -- - -- - - - -- + - - -- -- - - - -- -- -- - - - - -- r---- - - - - -- - EXISTI N ----- - - - - -- -
G GRADE
' 1 _
- - - - - - - - - -- - - - - -- - - - - --
X M •Z
325 BASIN FLOOR= 329.50
PROPOSED 024 CL. III RCP RISER STRUCTURE
300 OUTLET�PROTECTION i RISER RIM ELEVATION = 333.75• i
00 01 .t O O lD O N O ri n
Q, u, Ln o u, rt Lf, C) Ln oo Lo
o, Lo ri M M r: Oi Ol 01 ri ri
ri N M M N M M r4 ri M M M M
M M M M m
0+00 0 +50 1 +00 1 +50 2 +00 2 +50 3 +00
SEDIMENT BASIN #1 6" TOPSOIL
EXISTING GROUND NTS
10' 13" HIGH, 16 GAGE TEMPORARY CMP
TOP OF DAM ELEV = 336.00' TRASH RACK DEVICE
25 YR. STORM 1.o' MIN. EMERGENCY SPILLWAY
ELEV= 334.75' CREST ELEV- 334.75
RISER TOP ELEV.= 1.0' MIN.' s 2 ' DIA. CL. III RCP RISER
33 •7 ' i - 4'
DRY VOLUME ELEV.
REQUIRED = 333.75' �; .f" 1' SCARIFIED KEY FOR
4 u! �tjj , SOIL COHESION
5 DIA DEWATERING tee,, �t
DEVICE ELEV 331.81 %may j INV. OUT = 322.00'
BOTTOM OF BASIN''
EXISTING GROUND
ELEV= 3z9.5o M TOE O
UPSTREAM
ELEV= 329.50 J'Y
CONCRETE FOUNDATION (18" THICK, 72" DIA., RISER OUTLET PROTECTION
EMBEDDED 6" INTO THE CONCRETE) CLAY C RED DAM
KEYED INTO THE
EXISTING GROUND
INV. IN = 324.00'
15" CL. III RCP
(2) 3.4'X 3.4' GALV. STEEL LENGTH =84'
ANTI -SEEP COLLARS SLOPE =2.38%
Sediment Basin #1 Design
drainage area (acres) 7.20
basin volumes: (using 2' contour intervals)
elevation (ft) contour area (sf) volume (cy)
329.50 4949.0 0
330.00 5217.0 94.1
332.00 6363.0 522.3
334.00 8058.0 1055.2
336.00 9898.0 1719.1
DESIGN HIGH WATER
(z:4�YR 'rt ay.)
to
DRY ' STORAGE
' WET' STORAGE ._ --
SEDIMENT CI.EANOUT POINT
('
WETT ` STOWE REDUCED
WAN. W(SPILLWAY CREST OF DERGENCY
1WITiHOUT $FttLWAY
f
RISER CREST
O ACC£t
wet storage required (cy) (67 *DA) 482.4 design high waster (ft) 334.75
dewatering orifice elevation (ft) 331.81 top of dam (ft) 336.00
wet storage provided at this elevation (cy) 482.4 top width of dam (ft) 10.0
available volume before cleanout (cy) (34 *DA) 244.8 bottom of basin (ft) 329.5
cleanout elevation (ft) 330.69 approx bottom dimensions: 42'x122'
distance from cleanout to orifice (ft) (> 1') 1.1 upstream face slope: 2 :1
downstream face slope: 3:1
dry stora±ae:
dry storage required (cy) (67 *DA) 482.4 YES
principle spillway crest (ft) 333.75 length of flow, L (ft) 62
dry storage provided at this elevation (cy) 507.4 effective width, We (ft) 156
diameter of dewatering orifice (in) 5.0 L / We ( baffles not required if > 2) 0.4
diameter of flexble tubing (in) (orifice+2") 7.0
collars: YES
ruriaif: depth of water at spillway crest (ft) 4.25
C (use 0.45 for bare earth) 0.6 slope of upstream face (Z1) 2 :1
tc (min) 13 slope of barrel (Sb) 2.38%
1 2yr 3.70 Q 2yr 15.98 length of barrel in saturated zone (Ls) 28.18
1 25y 6,20 Q 25yr 29.46 number collars required 2
dimension of collars 3.4V.4'
principle SpiitiA .
available head (ft) 2.25 emergency spiba: YES
diameter riser (in) 24 required capacity (Q25 -0p) (cfs) 13.48
spillway capacity, Qp (cfs) 15.98 bottom width (ft) 115
diameter trash rack (in) 36 slope of exist channel (ftlft) 25.0%
barrel length (ft) 84 minimun length of exit channel (ft) 60
head on barrel through embankment {ft) 12.75 crest of spillway (ft) 334.75
diameter of barrel in 15
SEDIMENT BASIN #1 DETAIL (SCALE I "=20')
PR POSED VDOT #3 COARSE AGGREGATE OUTLET 3So - -- - --
PROTECTION w/ GEOTEXTILE FILTER FABRIC 350 PROPOSED VDOT #3 COARSE AGGREGATE OUTLET -5
° PROTECTION w/ GEOTEXTILE FILTER FABRIC
NDERLAYMENT (L -_ 30, W _ 5, D _ 2 MIN.) \34 UNDERLAYMENT (L -13', W1- 3.75', W2- 14.25', D -2' MIN.)
34 x
3
N
0 -_
tr' PROPOSED 024" CL. III RC�RISER- STRUCTURE _ 1AlOO
RISER RIM ELEVATION= /
'
33 X75 • --
PROPOSED 01511 CL. III
RCP BARREL, 84 LF;
k -Zf 00
/
INVERT IN= 324.00,
--
INVERTOUT= 320.50 y
ok5°
330' PROPOS __.
BAFFLES
ZZ
- ED
___ 34
z __
0 +p0. ti
ROPOS D VDOT #3 COARSE AGGREGATE OUTLET
-' u<
_ - -PROTECTION w/ GEOTEXTILE FILTER FABRIC o
-r_Y \ IUNDERLAYMENT (L =6', W1= 3.75',_W2= 7.25', D =2 MIN.) -- -330--'
J - --Y - X Io' WI[5E 1`OP OF A ELEVATION =3 6
PROPOSED 115' WIDE ,RAS EM ENCY ' X i�._:- i(--j(
SPILLWAY CREST ELEVATION=S 4.75
SEDIMENT TRAP #1 DETAIL (SCALE 1"=20') SEDIMLN I BANN #2 6" TOPSOIL
EXISTING GROUND NTS
-i 10' 13" HIGH, 16 GAGE TEMPORARY CMP
TOP OF DAM ELEV. = 350.00' I I TRASH RACK DEVICE
N
0 25 YR. STORM 1.0, MI r °" EMERGENCY SPILLWAY
"
ELEV = 348.75' CRESTELEV.= 348.75
I
1 RISER TOP ELEV. =34 .00' 1.0' MIN. 24" DIA. HDPE RISER VOLU Ey
DRY REQU REDME ELOEOV.
1 1' SCARIFIED KEY FOR
34„ DIA. DEWATERING
� �, SOIL COHESION
BOTTOM OF BASIN DEVICE, ELEV. = 345.75 NV. OUT = 336.50'
�� EXISTING GROUND
i ELEV= oo UPSTREAM TOE OF Doo
• 344
1o' WIDE TOP OF DAM ELEVATION =336' if ,f I
CONCRETE FOUNDATION (18" THICK, 6o" DIA., RISER OUTLET PROTECTION
--
EMBEDDED 6" INTO THE CONCRETE) CLAY C RED DAM
=41 I KEYED INTO THE
A-41 - 41 INV. IN _ EXISTING GROUND
N 10 DOUBLE WALL HDPE
5 -- i r
I. . = 340.00'
(z) 2.0'X 2.0' GALV. STEEL LENGTH =112'
ANTI -SEEP COLLARS SLOPE --
3.13%
Sediment Trap 1 design
drainage area (acres) ( <3) 0.34
trap volumes: but CREST OF STORE WEIRyg•
elevation (ft) area (sf) volume(cy) ,�•
415.00 932.0 0.0
416.00 1215.0 39.6 DRY STORAGE ,�� VMWkE
417.00 1522.0 90.2
418.00 1855.0 152.7
WET STORAGE 4, MAX.
0.0 (k%C"110)
FILTER aoTH WOUND
RSLV.
wet storage: RPW
wet storage required (cy) (67*DA) 22.8 MATE 3t3_, "` "` CLASS ` I
bottom of stone weir (ft) 416.0
wet storage provided at this elevation (cy) 39.6
slope of wet storage sides 2:1
weir length (ft) (6)dDA) 2.0 (grin.)
dry storage: bottom of trap elevation (ft) 415
dry storage required (cy) (67 *DA) 22.8 bottom trap dimensions: 19x46
crest of stone weir 417.0 top of dam elevation (ft) 418
dry storage provided at this elevation (cy) 50.6 top width of dam (ft) 6
slope of dry _storage sides 2:1 top trap dimensions 31'x58'
SEDIMENT BASIN #3 6 "TOPSOIL
EXISTING GROUND NTS
-1 10, 13" HIGH, 16 GAGE TEMPORARY CMP
TOP OF DAM ELEV. = 326.00' TRASH RACK DEVICE
25 YR. STORM 1.o' MIN. %. EMERGENCY SPILLWAY
ELEV= 324.75' CREST ELEV. = 324.75
RISER TOP ELEV.=3z3.75' 1.0' MIN. %s 2 ' DIA. CL. III RCP RISER
i s � Vii: 4'
DRY VOLUME ELEV.
1' SCARIFIED KEY FOR
REQUIRED = 323.75' ; ;;' " "'
�' SOIL COHESION
5" DIA. DEWATERING
DEVICE, ELEV. = 321.82' INV. OUT = 316.0'
UPSTREAM TOE OF DAM n
BOTTOM OF BASIN EXISTING GROUND
ELEV= 319.50 ELEV- 319.50
CONCRETE FOUNDATION (18" THICK, 72" DIA., RISER ry OUTLET PROTECTION
EMBEDDED 6" INTO THE CONCRETE) CLAY C RED DAM
KEYED INTO THE
EXISTING GROUND
INV. IN = 316.72'
15" CL. III RCP
(2) 3.3'X 3.3' GALV. STEEL LENGTH =72'
ANTI -SEEP COLLARS SLOPE =1.00%
SEDIMENT BASIN #3 PROFILE(SCALEI " =4o')
375
PROPOSED 015"
INVERT IN =316
L. III RCP BARREL, 72 LF; TOP OFD; PROPOSED 24" CL. III RCP RISER STRUCTURE
72'; INVERT OUT= 316.00' DAM= 326.00 RISER RIM ELEVATION =323.75'•
350
TING GRADE
325
IMN Mme•
BASIN FLOOR = 319.50'
--- PROPOSED GRADE
300 i OUTLET PROTECTION
0o Oqq rr! oo � rn °, N' Oq
r
q N N N M ri R�YI
M M M M M M M M M
0 +00 0 +50 1 +00 1 +50 2 +00 2 +25
Sediment Basin #2 Design
M. VW ! SPILLWAY CREST OF EMERGENCY
Y WITHOUT SPUWAY
drainage area (acres) 3.47 DESIGN HIGH WATER
basin volumes: (using 2' contour intenats) (25 -YR. STORY ELEV.)
elevation (ft) contour area (sf) volume (cy) 0.s
344,00 3649.0 0
LtlN T O
346.00 4710.0 308.8 r RISE CREST
oRY • sroRACE .� �� RING
348.00 5887.0 700.4
350.00 7174.0 1183.4 •WET • Sm""' E -
SEDIMENT CLEMIOUT POfHT
(' WET ' STORAGE REaIxEo
TO 34 C.Y. / ACRE)
wet storage:
wet storage required (cy) (67 *DA) 232.5 design high wafer (ft) 348.75
dewatering orifice elevation (ft) 345.75 top of dam (ft) 350.00
wet storage provided at this elevation (cy) 269.5 top width of dam (ft) 10.0
available volume before cleanout (cy) (34 *DA) 118.0 bottom of basin (ft) 344.0
cleanout elevation (ft) 344.75 approx bottom dimensions: 66'X74'
distance from cleanout to orifice (ft) (> 1') 1.0 upstream face slope: 2:1
downstream face slope: 3:1
dry storage:
dry storage required (cy) (67 *DA) 232.5 baffles: YES
principle spillway crest (ft) 347.0 length of flow, L (ft) 99
dry storage provided at this elevation (cy) 234.35 effective width, We (ft) 53
diameter of dewatering orifice (in) 4.0 L / We (baffles not required if > 2) 1.9
diameter of flexible tubing (in) (orifice +2 ") 6.0
collars: YES
runoff: depth of water at spillway crest (ft) 3.00
C ( use 0.45 for bare earth) 0.6 sloe of upstream face (Z 1) 2 :1
tc (Mn) 7.5 slope of barrel (Sb) 3.13 %
1 2yr 4.60 Q 2yr 9.58 length of barrel in saturated zone (Ls) 20.57'
1 25yr 7.50 Q 25yr 17.18 number collars required 2
dimension of collars 2.9x2.0'
principle spillway:
available head (ft) 10 emergency Will\Aey: YES
diameter riser (in) 24 required capacity (Q25 -Qp) (cfs) 7.60
spillway capacity, Op (cfs) 10 bottom width (ft) 56
diameter trash rack (in) 36 slope of east channel (ft/ft) 25%
barrel length (ft) 112 ininimun length of exit channel (ft) 55
head on barrel through embankment (ft) 11.5 crest of spillway (ft) 348.75
diameter of barrel in 10
Sediment Basin #3 Design
drainage area (acres) 6.34
basin volumes: (using 2' contour intervals)
elevation (ft) contour area (sf) volume (cy)
319.50 4122.0 0
320.00 4450.0 79.4
322.00 5843.0 459.4
324.00 7359.0 947.3
326.00 8980.0 1551.4
vwet storage required (cy) (67 *DA)
dewatering orifice elevation (ft)
wet storage provided at this elevation (cy)
available volume before cleanout (cy) (34 *DA)
cleanout elevation (ft)
distance from cleanout to orifice (ft) (> 1')
dry s
We-
dry storage required (cy) (67 *DA)
principle spillway crest (ft)
dry storage provided at this elevation (cy)
diameter of dewatering orifice (in)
diameter of flexible tubing (in) (orifice+2 ")
runoff:
C (use 0,45 for bare earth)
tc (min)
1 2yr 3.95 Q 2yr
125yr 6.60 Q25yr
Rrincigle illrtvav:
available head (ft)
diameter riser (in)
Spillway capacity, Op (cfs)
diameter trash rack (in)
barrel length (ft)
head on barrel through embankment (ft)
diameter of barrel (in)
MIN. t Wf SPILLWAY CREST OF ENC-
2' WITHOl1T SPILLWAY
DESIGN HIGH WATER
,,(25 -YR- STORM ELEV.)
SEDMEM CLEANOUT POINT
(' WET ' STORAGE REDUCED
TO 34 C.Y. / ACRt)
424.8 design high water (ft)
321.82 top of dam (ft)
424.8 top width of dam (ft)
215.6 bottom of basin (ft)
320.70 approx bottom dimensions:
1.1 upstream face slope:
downstream face slope:
424.8 baffles:
323.75 length of flow, L (ft)
461.8 effective width, We (ft)
5.0 L / We (baffles not required if > 2)
7.0
collars:
depth of water at spillway crest (ft)
0.6 slope of upstream face (Z 1)
11.5 slope of barrel (Sb)
15.03 length of barrel in saturated zone (Ls)
27.62 number collars required
dimension of collars
2.3 ernercg@ncy spillway:
24 required capacity (Q25 -Qp) (cfs)
15.03 bottom width (ft)
36 slope of exist channel (ft/ft)
72 minimun length of exit channel (ft)
8.75 crest of spillway (ft)
15
RISER CREST
DEMTER "r.
324.75
32"6.00
10.0
319.5
4(YX131'
2 :1
3:1
YES
91
79
1.2
YES
4.25
2 :1
1 %
26.56
2
3.3 "X3.3'
YES
12:59
45
25%
40
324 -75
SEDIMENT BASIN #2 DETAIL (SCALE 2"=2o')
SEDIMENT BASIN #2 PROFILE (SCALE 1"=40')
400
TOP OF PROPOSED 024" HDPE RISER STRUCTURE
RISER RIM ELEVATION = 347.00
PROPOSED 010'1 HDPE DAM= 350-00' i
375 -35 i PRO POSEDGRADE
DOUBLE WALL BARREL,-- - - - - -- - -- - - - -- -- - - -- - -- - -T--------------
- - -
112 LF; INVERT IN= 340.00; j EXISTING GRADE
INVERT OUT = 336.50'
350.
' = BASIN FLOOR 21 '
' -- 344• 00'
325 OUTLET PROTECTION
d- 00 00 0) Ln Ln O Ln O LD It
00 n N Ln CO O O 10 N
Ln 00 00 M LD LD It ri o o,
M M M It It 't It Ln � W Ln
M M M M M M M M M M M
o +o0 0 +50
1 +00 1 +50 2 +00 2 +50 2 +75
0
PROPOSED WIDE GRASS INE MERGENCY 1 PROPOSE 024" HDPE R SER Sl' UC URE
RISER RIM ELEVATION = 347.00'
SPILLWAY CREST ELEVATION =348.75' \
PROPOSED VDOT
" #3 COARSE
AGGREGATE OUTLET PROTECTION
w/ GEOTEXTILE FILTER FABRIC'
UNDERLAYMENT (L =16', W1 =6'1 ? M
W2 =18' D =2' MIN.'
) ' w PR POSED �AF S `� co
N 1 ( \ \ +
?V
PROPOSED 010" HDPE _ '
DOUBLE WALL BARREL, ' ;' 66, \. 1 �N
SEDIMENT BASIN #3 DETAIL (SCALEI " =20')
_--- 3
PR POSED VDOT #3
- COARSE AGGREGATE
--
OUTLET PROTECTION w% boo /
GEOTEXTILE FILTER FABRIC
UNDERLAYMENT (L =35', o
-""34O -_ W1 =10_, D =2' MIN.),"
33�
_.._ - -_ --- _ 324 -
330
3 20
PROPOSED BAFFLES ~
_- PROPOSED 24 CL. III C RISER ST UC�
_ -RIS ER RIM ELEVATION= =
23.7
13 "
- - = -- - - - 319.50
6
r
r
2 -
326
10' WIDE TOP OF DAM ELEVATION =326'
'hop VDOT #3 COARSE AGGREGATE OUTLET
ROTECTION w/ GEOTEXTILE FILTER FABRIC o 324 ,%
NDERLAYMENT (L =11', W1= 3.75', W2= 12.25', D =2' MIN.) 0 -- ry f
_ 320 %
"PROPOSED 015" CL. III
RCP BARREL, 72 LF-
INVERT IN= 316.72'; .. � -
_ PROPOSED 45WIDE G2ASS LINED EM
ERGENCY
=�-- SPILLWAY CREST ELEVATION = 324.75
INVERT OUT = 316.00'
,
/
CONTRACTOR SHALL NOT Y % PROPOSED VDOT #3 COARSE AGGREGATE OUTLET
DISTURB WETLANDS (TYP.) PROTECTION w/ GEOTEXTILE FILTER FABRIC
UNDERLAYMENT (L =12', W1= 3.75', W2= 13.25', D =2' MIN.)
v --
....-
OF
0
r�
ZCOTT R. COLLINS---*
U No. 35791
�SSIONAL E��1
Z
O
a
U
0
w
°
Z
O
Ln
w
RY
Z
O w
�a
H °
W
ce
Ln In
O C7%
,-i N
v Ln
U.1 LU
Z
O
a Ln U')
Inc w w
U m m
j � O O
Z a
- 5 �
> Z O O
w U U
r0r Ce.
a a
w w
Ce Ce
Ln Ln
LL, Ln M U1 t0
L9
M
M
07
N
M
d'
I
N
� O �
N
W � ~
Q
Q LU
> W
W �
J � J
J
> U �c
U) N �-
� z
I- 0 a
o U°
J Z
Q Q z°
W31
U 5'
P__4
I Q
U Lij L
W to
U1 W
F- to 06
a
U) W z
0
r
Z W
(- O
c
W 0 V) e.
.j F-
V
vJ
W
F-
0
-
J W W
0
z
w
z
z
U
0 Z
0
N
ti
w a
r
a
s
O w
a U)
JOB NO.
142109 z
SCALE
AS SHOWN t
SHEET NO.
t
6
z
0
U
c
3
a
t
0
y
3
0
c
_o
U
0
c
0
0
V
T:
0
U
Z
G
0
0
0+00 0 +50 1 +00 1 +50 2 +00 2 +50 3 +00
SEDIMENT BASIN #1 6" TOPSOIL
EXISTING GROUND NTS
10' 13" HIGH, 16 GAGE TEMPORARY CMP
TOP OF DAM ELEV = 336.00' TRASH RACK DEVICE
25 YR. STORM 1.o' MIN. EMERGENCY SPILLWAY
ELEV= 334.75' CREST ELEV- 334.75
RISER TOP ELEV.= 1.0' MIN.' s 2 ' DIA. CL. III RCP RISER
33 •7 ' i - 4'
DRY VOLUME ELEV.
REQUIRED = 333.75' �; .f" 1' SCARIFIED KEY FOR
4 u! �tjj , SOIL COHESION
5 DIA DEWATERING tee,, �t
DEVICE ELEV 331.81 %may j INV. OUT = 322.00'
BOTTOM OF BASIN''
EXISTING GROUND
ELEV= 3z9.5o M TOE O
UPSTREAM
ELEV= 329.50 J'Y
CONCRETE FOUNDATION (18" THICK, 72" DIA., RISER OUTLET PROTECTION
EMBEDDED 6" INTO THE CONCRETE) CLAY C RED DAM
KEYED INTO THE
EXISTING GROUND
INV. IN = 324.00'
15" CL. III RCP
(2) 3.4'X 3.4' GALV. STEEL LENGTH =84'
ANTI -SEEP COLLARS SLOPE =2.38%
Sediment Basin #1 Design
drainage area (acres) 7.20
basin volumes: (using 2' contour intervals)
elevation (ft) contour area (sf) volume (cy)
329.50 4949.0 0
330.00 5217.0 94.1
332.00 6363.0 522.3
334.00 8058.0 1055.2
336.00 9898.0 1719.1
DESIGN HIGH WATER
(z:4�YR 'rt ay.)
to
DRY ' STORAGE
' WET' STORAGE ._ --
SEDIMENT CI.EANOUT POINT
('
WETT ` STOWE REDUCED
WAN. W(SPILLWAY CREST OF DERGENCY
1WITiHOUT $FttLWAY
f
RISER CREST
O ACC£t
wet storage required (cy) (67 *DA) 482.4 design high waster (ft) 334.75
dewatering orifice elevation (ft) 331.81 top of dam (ft) 336.00
wet storage provided at this elevation (cy) 482.4 top width of dam (ft) 10.0
available volume before cleanout (cy) (34 *DA) 244.8 bottom of basin (ft) 329.5
cleanout elevation (ft) 330.69 approx bottom dimensions: 42'x122'
distance from cleanout to orifice (ft) (> 1') 1.1 upstream face slope: 2 :1
downstream face slope: 3:1
dry stora±ae:
dry storage required (cy) (67 *DA) 482.4 YES
principle spillway crest (ft) 333.75 length of flow, L (ft) 62
dry storage provided at this elevation (cy) 507.4 effective width, We (ft) 156
diameter of dewatering orifice (in) 5.0 L / We ( baffles not required if > 2) 0.4
diameter of flexble tubing (in) (orifice+2") 7.0
collars: YES
ruriaif: depth of water at spillway crest (ft) 4.25
C (use 0.45 for bare earth) 0.6 slope of upstream face (Z1) 2 :1
tc (min) 13 slope of barrel (Sb) 2.38%
1 2yr 3.70 Q 2yr 15.98 length of barrel in saturated zone (Ls) 28.18
1 25y 6,20 Q 25yr 29.46 number collars required 2
dimension of collars 3.4V.4'
principle SpiitiA .
available head (ft) 2.25 emergency spiba: YES
diameter riser (in) 24 required capacity (Q25 -0p) (cfs) 13.48
spillway capacity, Qp (cfs) 15.98 bottom width (ft) 115
diameter trash rack (in) 36 slope of exist channel (ftlft) 25.0%
barrel length (ft) 84 minimun length of exit channel (ft) 60
head on barrel through embankment {ft) 12.75 crest of spillway (ft) 334.75
diameter of barrel in 15
SEDIMENT BASIN #1 DETAIL (SCALE I "=20')
PR POSED VDOT #3 COARSE AGGREGATE OUTLET 3So - -- - --
PROTECTION w/ GEOTEXTILE FILTER FABRIC 350 PROPOSED VDOT #3 COARSE AGGREGATE OUTLET -5
° PROTECTION w/ GEOTEXTILE FILTER FABRIC
NDERLAYMENT (L -_ 30, W _ 5, D _ 2 MIN.) \34 UNDERLAYMENT (L -13', W1- 3.75', W2- 14.25', D -2' MIN.)
34 x
3
N
0 -_
tr' PROPOSED 024" CL. III RC�RISER- STRUCTURE _ 1AlOO
RISER RIM ELEVATION= /
'
33 X75 • --
PROPOSED 01511 CL. III
RCP BARREL, 84 LF;
k -Zf 00
/
INVERT IN= 324.00,
--
INVERTOUT= 320.50 y
ok5°
330' PROPOS __.
BAFFLES
ZZ
- ED
___ 34
z __
0 +p0. ti
ROPOS D VDOT #3 COARSE AGGREGATE OUTLET
-' u<
_ - -PROTECTION w/ GEOTEXTILE FILTER FABRIC o
-r_Y \ IUNDERLAYMENT (L =6', W1= 3.75',_W2= 7.25', D =2 MIN.) -- -330--'
J - --Y - X Io' WI[5E 1`OP OF A ELEVATION =3 6
PROPOSED 115' WIDE ,RAS EM ENCY ' X i�._:- i(--j(
SPILLWAY CREST ELEVATION=S 4.75
SEDIMENT TRAP #1 DETAIL (SCALE 1"=20') SEDIMLN I BANN #2 6" TOPSOIL
EXISTING GROUND NTS
-i 10' 13" HIGH, 16 GAGE TEMPORARY CMP
TOP OF DAM ELEV. = 350.00' I I TRASH RACK DEVICE
N
0 25 YR. STORM 1.0, MI r °" EMERGENCY SPILLWAY
"
ELEV = 348.75' CRESTELEV.= 348.75
I
1 RISER TOP ELEV. =34 .00' 1.0' MIN. 24" DIA. HDPE RISER VOLU Ey
DRY REQU REDME ELOEOV.
1 1' SCARIFIED KEY FOR
34„ DIA. DEWATERING
� �, SOIL COHESION
BOTTOM OF BASIN DEVICE, ELEV. = 345.75 NV. OUT = 336.50'
�� EXISTING GROUND
i ELEV= oo UPSTREAM TOE OF Doo
• 344
1o' WIDE TOP OF DAM ELEVATION =336' if ,f I
CONCRETE FOUNDATION (18" THICK, 6o" DIA., RISER OUTLET PROTECTION
--
EMBEDDED 6" INTO THE CONCRETE) CLAY C RED DAM
=41 I KEYED INTO THE
A-41 - 41 INV. IN _ EXISTING GROUND
N 10 DOUBLE WALL HDPE
5 -- i r
I. . = 340.00'
(z) 2.0'X 2.0' GALV. STEEL LENGTH =112'
ANTI -SEEP COLLARS SLOPE --
3.13%
Sediment Trap 1 design
drainage area (acres) ( <3) 0.34
trap volumes: but CREST OF STORE WEIRyg•
elevation (ft) area (sf) volume(cy) ,�•
415.00 932.0 0.0
416.00 1215.0 39.6 DRY STORAGE ,�� VMWkE
417.00 1522.0 90.2
418.00 1855.0 152.7
WET STORAGE 4, MAX.
0.0 (k%C"110)
FILTER aoTH WOUND
RSLV.
wet storage: RPW
wet storage required (cy) (67*DA) 22.8 MATE 3t3_, "` "` CLASS ` I
bottom of stone weir (ft) 416.0
wet storage provided at this elevation (cy) 39.6
slope of wet storage sides 2:1
weir length (ft) (6)dDA) 2.0 (grin.)
dry storage: bottom of trap elevation (ft) 415
dry storage required (cy) (67 *DA) 22.8 bottom trap dimensions: 19x46
crest of stone weir 417.0 top of dam elevation (ft) 418
dry storage provided at this elevation (cy) 50.6 top width of dam (ft) 6
slope of dry _storage sides 2:1 top trap dimensions 31'x58'
SEDIMENT BASIN #3 6 "TOPSOIL
EXISTING GROUND NTS
-1 10, 13" HIGH, 16 GAGE TEMPORARY CMP
TOP OF DAM ELEV. = 326.00' TRASH RACK DEVICE
25 YR. STORM 1.o' MIN. %. EMERGENCY SPILLWAY
ELEV= 324.75' CREST ELEV. = 324.75
RISER TOP ELEV.=3z3.75' 1.0' MIN. %s 2 ' DIA. CL. III RCP RISER
i s � Vii: 4'
DRY VOLUME ELEV.
1' SCARIFIED KEY FOR
REQUIRED = 323.75' ; ;;' " "'
�' SOIL COHESION
5" DIA. DEWATERING
DEVICE, ELEV. = 321.82' INV. OUT = 316.0'
UPSTREAM TOE OF DAM n
BOTTOM OF BASIN EXISTING GROUND
ELEV= 319.50 ELEV- 319.50
CONCRETE FOUNDATION (18" THICK, 72" DIA., RISER ry OUTLET PROTECTION
EMBEDDED 6" INTO THE CONCRETE) CLAY C RED DAM
KEYED INTO THE
EXISTING GROUND
INV. IN = 316.72'
15" CL. III RCP
(2) 3.3'X 3.3' GALV. STEEL LENGTH =72'
ANTI -SEEP COLLARS SLOPE =1.00%
SEDIMENT BASIN #3 PROFILE(SCALEI " =4o')
375
PROPOSED 015"
INVERT IN =316
L. III RCP BARREL, 72 LF; TOP OFD; PROPOSED 24" CL. III RCP RISER STRUCTURE
72'; INVERT OUT= 316.00' DAM= 326.00 RISER RIM ELEVATION =323.75'•
350
TING GRADE
325
IMN Mme•
BASIN FLOOR = 319.50'
--- PROPOSED GRADE
300 i OUTLET PROTECTION
0o Oqq rr! oo � rn °, N' Oq
r
q N N N M ri R�YI
M M M M M M M M M
0 +00 0 +50 1 +00 1 +50 2 +00 2 +25
Sediment Basin #2 Design
M. VW ! SPILLWAY CREST OF EMERGENCY
Y WITHOUT SPUWAY
drainage area (acres) 3.47 DESIGN HIGH WATER
basin volumes: (using 2' contour intenats) (25 -YR. STORY ELEV.)
elevation (ft) contour area (sf) volume (cy) 0.s
344,00 3649.0 0
LtlN T O
346.00 4710.0 308.8 r RISE CREST
oRY • sroRACE .� �� RING
348.00 5887.0 700.4
350.00 7174.0 1183.4 •WET • Sm""' E -
SEDIMENT CLEMIOUT POfHT
(' WET ' STORAGE REaIxEo
TO 34 C.Y. / ACRE)
wet storage:
wet storage required (cy) (67 *DA) 232.5 design high wafer (ft) 348.75
dewatering orifice elevation (ft) 345.75 top of dam (ft) 350.00
wet storage provided at this elevation (cy) 269.5 top width of dam (ft) 10.0
available volume before cleanout (cy) (34 *DA) 118.0 bottom of basin (ft) 344.0
cleanout elevation (ft) 344.75 approx bottom dimensions: 66'X74'
distance from cleanout to orifice (ft) (> 1') 1.0 upstream face slope: 2:1
downstream face slope: 3:1
dry storage:
dry storage required (cy) (67 *DA) 232.5 baffles: YES
principle spillway crest (ft) 347.0 length of flow, L (ft) 99
dry storage provided at this elevation (cy) 234.35 effective width, We (ft) 53
diameter of dewatering orifice (in) 4.0 L / We (baffles not required if > 2) 1.9
diameter of flexible tubing (in) (orifice +2 ") 6.0
collars: YES
runoff: depth of water at spillway crest (ft) 3.00
C ( use 0.45 for bare earth) 0.6 sloe of upstream face (Z 1) 2 :1
tc (Mn) 7.5 slope of barrel (Sb) 3.13 %
1 2yr 4.60 Q 2yr 9.58 length of barrel in saturated zone (Ls) 20.57'
1 25yr 7.50 Q 25yr 17.18 number collars required 2
dimension of collars 2.9x2.0'
principle spillway:
available head (ft) 10 emergency Will\Aey: YES
diameter riser (in) 24 required capacity (Q25 -Qp) (cfs) 7.60
spillway capacity, Op (cfs) 10 bottom width (ft) 56
diameter trash rack (in) 36 slope of east channel (ft/ft) 25%
barrel length (ft) 112 ininimun length of exit channel (ft) 55
head on barrel through embankment (ft) 11.5 crest of spillway (ft) 348.75
diameter of barrel in 10
Sediment Basin #3 Design
drainage area (acres) 6.34
basin volumes: (using 2' contour intervals)
elevation (ft) contour area (sf) volume (cy)
319.50 4122.0 0
320.00 4450.0 79.4
322.00 5843.0 459.4
324.00 7359.0 947.3
326.00 8980.0 1551.4
vwet storage required (cy) (67 *DA)
dewatering orifice elevation (ft)
wet storage provided at this elevation (cy)
available volume before cleanout (cy) (34 *DA)
cleanout elevation (ft)
distance from cleanout to orifice (ft) (> 1')
dry s
We-
dry storage required (cy) (67 *DA)
principle spillway crest (ft)
dry storage provided at this elevation (cy)
diameter of dewatering orifice (in)
diameter of flexible tubing (in) (orifice+2 ")
runoff:
C (use 0,45 for bare earth)
tc (min)
1 2yr 3.95 Q 2yr
125yr 6.60 Q25yr
Rrincigle illrtvav:
available head (ft)
diameter riser (in)
Spillway capacity, Op (cfs)
diameter trash rack (in)
barrel length (ft)
head on barrel through embankment (ft)
diameter of barrel (in)
MIN. t Wf SPILLWAY CREST OF ENC-
2' WITHOl1T SPILLWAY
DESIGN HIGH WATER
,,(25 -YR- STORM ELEV.)
SEDMEM CLEANOUT POINT
(' WET ' STORAGE REDUCED
TO 34 C.Y. / ACRt)
424.8 design high water (ft)
321.82 top of dam (ft)
424.8 top width of dam (ft)
215.6 bottom of basin (ft)
320.70 approx bottom dimensions:
1.1 upstream face slope:
downstream face slope:
424.8 baffles:
323.75 length of flow, L (ft)
461.8 effective width, We (ft)
5.0 L / We (baffles not required if > 2)
7.0
collars:
depth of water at spillway crest (ft)
0.6 slope of upstream face (Z 1)
11.5 slope of barrel (Sb)
15.03 length of barrel in saturated zone (Ls)
27.62 number collars required
dimension of collars
2.3 ernercg@ncy spillway:
24 required capacity (Q25 -Qp) (cfs)
15.03 bottom width (ft)
36 slope of exist channel (ft/ft)
72 minimun length of exit channel (ft)
8.75 crest of spillway (ft)
15
RISER CREST
DEMTER "r.
324.75
32"6.00
10.0
319.5
4(YX131'
2 :1
3:1
YES
91
79
1.2
YES
4.25
2 :1
1 %
26.56
2
3.3 "X3.3'
YES
12:59
45
25%
40
324 -75
SEDIMENT BASIN #2 DETAIL (SCALE 2"=2o')
SEDIMENT BASIN #2 PROFILE (SCALE 1"=40')
400
TOP OF PROPOSED 024" HDPE RISER STRUCTURE
RISER RIM ELEVATION = 347.00
PROPOSED 010'1 HDPE DAM= 350-00' i
375 -35 i PRO POSEDGRADE
DOUBLE WALL BARREL,-- - - - - -- - -- - - - -- -- - - -- - -- - -T--------------
- - -
112 LF; INVERT IN= 340.00; j EXISTING GRADE
INVERT OUT = 336.50'
350.
' = BASIN FLOOR 21 '
' -- 344• 00'
325 OUTLET PROTECTION
d- 00 00 0) Ln Ln O Ln O LD It
00 n N Ln CO O O 10 N
Ln 00 00 M LD LD It ri o o,
M M M It It 't It Ln � W Ln
M M M M M M M M M M M
o +o0 0 +50
1 +00 1 +50 2 +00 2 +50 2 +75
0
PROPOSED WIDE GRASS INE MERGENCY 1 PROPOSE 024" HDPE R SER Sl' UC URE
RISER RIM ELEVATION = 347.00'
SPILLWAY CREST ELEVATION =348.75' \
PROPOSED VDOT
" #3 COARSE
AGGREGATE OUTLET PROTECTION
w/ GEOTEXTILE FILTER FABRIC'
UNDERLAYMENT (L =16', W1 =6'1 ? M
W2 =18' D =2' MIN.'
) ' w PR POSED �AF S `� co
N 1 ( \ \ +
?V
PROPOSED 010" HDPE _ '
DOUBLE WALL BARREL, ' ;' 66, \. 1 �N
SEDIMENT BASIN #3 DETAIL (SCALEI " =20')
_--- 3
PR POSED VDOT #3
- COARSE AGGREGATE
--
OUTLET PROTECTION w% boo /
GEOTEXTILE FILTER FABRIC
UNDERLAYMENT (L =35', o
-""34O -_ W1 =10_, D =2' MIN.),"
33�
_.._ - -_ --- _ 324 -
330
3 20
PROPOSED BAFFLES ~
_- PROPOSED 24 CL. III C RISER ST UC�
_ -RIS ER RIM ELEVATION= =
23.7
13 "
- - = -- - - - 319.50
6
r
r
2 -
326
10' WIDE TOP OF DAM ELEVATION =326'
'hop VDOT #3 COARSE AGGREGATE OUTLET
ROTECTION w/ GEOTEXTILE FILTER FABRIC o 324 ,%
NDERLAYMENT (L =11', W1= 3.75', W2= 12.25', D =2' MIN.) 0 -- ry f
_ 320 %
"PROPOSED 015" CL. III
RCP BARREL, 72 LF-
INVERT IN= 316.72'; .. � -
_ PROPOSED 45WIDE G2ASS LINED EM
ERGENCY
=�-- SPILLWAY CREST ELEVATION = 324.75
INVERT OUT = 316.00'
,
/
CONTRACTOR SHALL NOT Y % PROPOSED VDOT #3 COARSE AGGREGATE OUTLET
DISTURB WETLANDS (TYP.) PROTECTION w/ GEOTEXTILE FILTER FABRIC
UNDERLAYMENT (L =12', W1= 3.75', W2= 13.25', D =2' MIN.)
v --
....-
OF
0
r�
ZCOTT R. COLLINS---*
U No. 35791
�SSIONAL E��1
Z
O
a
U
0
w
°
Z
O
Ln
w
RY
Z
O w
�a
H °
W
ce
Ln In
O C7%
,-i N
v Ln
U.1 LU
Z
O
a Ln U')
Inc w w
U m m
j � O O
Z a
- 5 �
> Z O O
w U U
r0r Ce.
a a
w w
Ce Ce
Ln Ln
LL, Ln M U1 t0
L9
M
M
07
N
M
d'
I
N
� O �
N
W � ~
Q
Q LU
> W
W �
J � J
J
> U �c
U) N �-
� z
I- 0 a
o U°
J Z
Q Q z°
W31
U 5'
P__4
I Q
U Lij L
W to
U1 W
F- to 06
a
U) W z
0
r
Z W
(- O
c
W 0 V) e.
.j F-
V
vJ
W
F-
0
-
J W W
0
z
w
z
z
U
0 Z
0
N
ti
w a
r
a
s
O w
a U)
JOB NO.
142109 z
SCALE
AS SHOWN t
SHEET NO.
t
6
z
0
U
c
3
a
t
0
y
3
0
c
_o
U
0
c
0
0
V
T:
0
U
Z
G
0
0
Sediment Basin #1 Design
drainage area (acres) 7.20
basin volumes: (using 2' contour intervals)
elevation (ft) contour area (sf) volume (cy)
329.50 4949.0 0
330.00 5217.0 94.1
332.00 6363.0 522.3
334.00 8058.0 1055.2
336.00 9898.0 1719.1
DESIGN HIGH WATER
(z:4�YR 'rt ay.)
to
DRY ' STORAGE
' WET' STORAGE ._ --
SEDIMENT CI.EANOUT POINT
('
WETT ` STOWE REDUCED
WAN. W(SPILLWAY CREST OF DERGENCY
1WITiHOUT $FttLWAY
f
RISER CREST
O ACC£t
wet storage required (cy) (67 *DA) 482.4 design high waster (ft) 334.75
dewatering orifice elevation (ft) 331.81 top of dam (ft) 336.00
wet storage provided at this elevation (cy) 482.4 top width of dam (ft) 10.0
available volume before cleanout (cy) (34 *DA) 244.8 bottom of basin (ft) 329.5
cleanout elevation (ft) 330.69 approx bottom dimensions: 42'x122'
distance from cleanout to orifice (ft) (> 1') 1.1 upstream face slope: 2 :1
downstream face slope: 3:1
dry stora±ae:
dry storage required (cy) (67 *DA) 482.4 YES
principle spillway crest (ft) 333.75 length of flow, L (ft) 62
dry storage provided at this elevation (cy) 507.4 effective width, We (ft) 156
diameter of dewatering orifice (in) 5.0 L / We ( baffles not required if > 2) 0.4
diameter of flexble tubing (in) (orifice+2") 7.0
collars: YES
ruriaif: depth of water at spillway crest (ft) 4.25
C (use 0.45 for bare earth) 0.6 slope of upstream face (Z1) 2 :1
tc (min) 13 slope of barrel (Sb) 2.38%
1 2yr 3.70 Q 2yr 15.98 length of barrel in saturated zone (Ls) 28.18
1 25y 6,20 Q 25yr 29.46 number collars required 2
dimension of collars 3.4V.4'
principle SpiitiA .
available head (ft) 2.25 emergency spiba: YES
diameter riser (in) 24 required capacity (Q25 -0p) (cfs) 13.48
spillway capacity, Qp (cfs) 15.98 bottom width (ft) 115
diameter trash rack (in) 36 slope of exist channel (ftlft) 25.0%
barrel length (ft) 84 minimun length of exit channel (ft) 60
head on barrel through embankment {ft) 12.75 crest of spillway (ft) 334.75
diameter of barrel in 15
SEDIMENT BASIN #1 DETAIL (SCALE I "=20')
PR POSED VDOT #3 COARSE AGGREGATE OUTLET 3So - -- - --
PROTECTION w/ GEOTEXTILE FILTER FABRIC 350 PROPOSED VDOT #3 COARSE AGGREGATE OUTLET -5
° PROTECTION w/ GEOTEXTILE FILTER FABRIC
NDERLAYMENT (L -_ 30, W _ 5, D _ 2 MIN.) \34 UNDERLAYMENT (L -13', W1- 3.75', W2- 14.25', D -2' MIN.)
34 x
3
N
0 -_
tr' PROPOSED 024" CL. III RC�RISER- STRUCTURE _ 1AlOO
RISER RIM ELEVATION= /
'
33 X75 • --
PROPOSED 01511 CL. III
RCP BARREL, 84 LF;
k -Zf 00
/
INVERT IN= 324.00,
--
INVERTOUT= 320.50 y
ok5°
330' PROPOS __.
BAFFLES
ZZ
- ED
___ 34
z __
0 +p0. ti
ROPOS D VDOT #3 COARSE AGGREGATE OUTLET
-' u<
_ - -PROTECTION w/ GEOTEXTILE FILTER FABRIC o
-r_Y \ IUNDERLAYMENT (L =6', W1= 3.75',_W2= 7.25', D =2 MIN.) -- -330--'
J - --Y - X Io' WI[5E 1`OP OF A ELEVATION =3 6
PROPOSED 115' WIDE ,RAS EM ENCY ' X i�._:- i(--j(
SPILLWAY CREST ELEVATION=S 4.75
SEDIMENT TRAP #1 DETAIL (SCALE 1"=20') SEDIMLN I BANN #2 6" TOPSOIL
EXISTING GROUND NTS
-i 10' 13" HIGH, 16 GAGE TEMPORARY CMP
TOP OF DAM ELEV. = 350.00' I I TRASH RACK DEVICE
N
0 25 YR. STORM 1.0, MI r °" EMERGENCY SPILLWAY
"
ELEV = 348.75' CRESTELEV.= 348.75
I
1 RISER TOP ELEV. =34 .00' 1.0' MIN. 24" DIA. HDPE RISER VOLU Ey
DRY REQU REDME ELOEOV.
1 1' SCARIFIED KEY FOR
34„ DIA. DEWATERING
� �, SOIL COHESION
BOTTOM OF BASIN DEVICE, ELEV. = 345.75 NV. OUT = 336.50'
�� EXISTING GROUND
i ELEV= oo UPSTREAM TOE OF Doo
• 344
1o' WIDE TOP OF DAM ELEVATION =336' if ,f I
CONCRETE FOUNDATION (18" THICK, 6o" DIA., RISER OUTLET PROTECTION
--
EMBEDDED 6" INTO THE CONCRETE) CLAY C RED DAM
=41 I KEYED INTO THE
A-41 - 41 INV. IN _ EXISTING GROUND
N 10 DOUBLE WALL HDPE
5 -- i r
I. . = 340.00'
(z) 2.0'X 2.0' GALV. STEEL LENGTH =112'
ANTI -SEEP COLLARS SLOPE --
3.13%
Sediment Trap 1 design
drainage area (acres) ( <3) 0.34
trap volumes: but CREST OF STORE WEIRyg•
elevation (ft) area (sf) volume(cy) ,�•
415.00 932.0 0.0
416.00 1215.0 39.6 DRY STORAGE ,�� VMWkE
417.00 1522.0 90.2
418.00 1855.0 152.7
WET STORAGE 4, MAX.
0.0 (k%C"110)
FILTER aoTH WOUND
RSLV.
wet storage: RPW
wet storage required (cy) (67*DA) 22.8 MATE 3t3_, "` "` CLASS ` I
bottom of stone weir (ft) 416.0
wet storage provided at this elevation (cy) 39.6
slope of wet storage sides 2:1
weir length (ft) (6)dDA) 2.0 (grin.)
dry storage: bottom of trap elevation (ft) 415
dry storage required (cy) (67 *DA) 22.8 bottom trap dimensions: 19x46
crest of stone weir 417.0 top of dam elevation (ft) 418
dry storage provided at this elevation (cy) 50.6 top width of dam (ft) 6
slope of dry _storage sides 2:1 top trap dimensions 31'x58'
SEDIMENT BASIN #3 6 "TOPSOIL
EXISTING GROUND NTS
-1 10, 13" HIGH, 16 GAGE TEMPORARY CMP
TOP OF DAM ELEV. = 326.00' TRASH RACK DEVICE
25 YR. STORM 1.o' MIN. %. EMERGENCY SPILLWAY
ELEV= 324.75' CREST ELEV. = 324.75
RISER TOP ELEV.=3z3.75' 1.0' MIN. %s 2 ' DIA. CL. III RCP RISER
i s � Vii: 4'
DRY VOLUME ELEV.
1' SCARIFIED KEY FOR
REQUIRED = 323.75' ; ;;' " "'
�' SOIL COHESION
5" DIA. DEWATERING
DEVICE, ELEV. = 321.82' INV. OUT = 316.0'
UPSTREAM TOE OF DAM n
BOTTOM OF BASIN EXISTING GROUND
ELEV= 319.50 ELEV- 319.50
CONCRETE FOUNDATION (18" THICK, 72" DIA., RISER ry OUTLET PROTECTION
EMBEDDED 6" INTO THE CONCRETE) CLAY C RED DAM
KEYED INTO THE
EXISTING GROUND
INV. IN = 316.72'
15" CL. III RCP
(2) 3.3'X 3.3' GALV. STEEL LENGTH =72'
ANTI -SEEP COLLARS SLOPE =1.00%
SEDIMENT BASIN #3 PROFILE(SCALEI " =4o')
375
PROPOSED 015"
INVERT IN =316
L. III RCP BARREL, 72 LF; TOP OFD; PROPOSED 24" CL. III RCP RISER STRUCTURE
72'; INVERT OUT= 316.00' DAM= 326.00 RISER RIM ELEVATION =323.75'•
350
TING GRADE
325
IMN Mme•
BASIN FLOOR = 319.50'
--- PROPOSED GRADE
300 i OUTLET PROTECTION
0o Oqq rr! oo � rn °, N' Oq
r
q N N N M ri R�YI
M M M M M M M M M
0 +00 0 +50 1 +00 1 +50 2 +00 2 +25
Sediment Basin #2 Design
M. VW ! SPILLWAY CREST OF EMERGENCY
Y WITHOUT SPUWAY
drainage area (acres) 3.47 DESIGN HIGH WATER
basin volumes: (using 2' contour intenats) (25 -YR. STORY ELEV.)
elevation (ft) contour area (sf) volume (cy) 0.s
344,00 3649.0 0
LtlN T O
346.00 4710.0 308.8 r RISE CREST
oRY • sroRACE .� �� RING
348.00 5887.0 700.4
350.00 7174.0 1183.4 •WET • Sm""' E -
SEDIMENT CLEMIOUT POfHT
(' WET ' STORAGE REaIxEo
TO 34 C.Y. / ACRE)
wet storage:
wet storage required (cy) (67 *DA) 232.5 design high wafer (ft) 348.75
dewatering orifice elevation (ft) 345.75 top of dam (ft) 350.00
wet storage provided at this elevation (cy) 269.5 top width of dam (ft) 10.0
available volume before cleanout (cy) (34 *DA) 118.0 bottom of basin (ft) 344.0
cleanout elevation (ft) 344.75 approx bottom dimensions: 66'X74'
distance from cleanout to orifice (ft) (> 1') 1.0 upstream face slope: 2:1
downstream face slope: 3:1
dry storage:
dry storage required (cy) (67 *DA) 232.5 baffles: YES
principle spillway crest (ft) 347.0 length of flow, L (ft) 99
dry storage provided at this elevation (cy) 234.35 effective width, We (ft) 53
diameter of dewatering orifice (in) 4.0 L / We (baffles not required if > 2) 1.9
diameter of flexible tubing (in) (orifice +2 ") 6.0
collars: YES
runoff: depth of water at spillway crest (ft) 3.00
C ( use 0.45 for bare earth) 0.6 sloe of upstream face (Z 1) 2 :1
tc (Mn) 7.5 slope of barrel (Sb) 3.13 %
1 2yr 4.60 Q 2yr 9.58 length of barrel in saturated zone (Ls) 20.57'
1 25yr 7.50 Q 25yr 17.18 number collars required 2
dimension of collars 2.9x2.0'
principle spillway:
available head (ft) 10 emergency Will\Aey: YES
diameter riser (in) 24 required capacity (Q25 -Qp) (cfs) 7.60
spillway capacity, Op (cfs) 10 bottom width (ft) 56
diameter trash rack (in) 36 slope of east channel (ft/ft) 25%
barrel length (ft) 112 ininimun length of exit channel (ft) 55
head on barrel through embankment (ft) 11.5 crest of spillway (ft) 348.75
diameter of barrel in 10
Sediment Basin #3 Design
drainage area (acres) 6.34
basin volumes: (using 2' contour intervals)
elevation (ft) contour area (sf) volume (cy)
319.50 4122.0 0
320.00 4450.0 79.4
322.00 5843.0 459.4
324.00 7359.0 947.3
326.00 8980.0 1551.4
vwet storage required (cy) (67 *DA)
dewatering orifice elevation (ft)
wet storage provided at this elevation (cy)
available volume before cleanout (cy) (34 *DA)
cleanout elevation (ft)
distance from cleanout to orifice (ft) (> 1')
dry s
We-
dry storage required (cy) (67 *DA)
principle spillway crest (ft)
dry storage provided at this elevation (cy)
diameter of dewatering orifice (in)
diameter of flexible tubing (in) (orifice+2 ")
runoff:
C (use 0,45 for bare earth)
tc (min)
1 2yr 3.95 Q 2yr
125yr 6.60 Q25yr
Rrincigle illrtvav:
available head (ft)
diameter riser (in)
Spillway capacity, Op (cfs)
diameter trash rack (in)
barrel length (ft)
head on barrel through embankment (ft)
diameter of barrel (in)
MIN. t Wf SPILLWAY CREST OF ENC-
2' WITHOl1T SPILLWAY
DESIGN HIGH WATER
,,(25 -YR- STORM ELEV.)
SEDMEM CLEANOUT POINT
(' WET ' STORAGE REDUCED
TO 34 C.Y. / ACRt)
424.8 design high water (ft)
321.82 top of dam (ft)
424.8 top width of dam (ft)
215.6 bottom of basin (ft)
320.70 approx bottom dimensions:
1.1 upstream face slope:
downstream face slope:
424.8 baffles:
323.75 length of flow, L (ft)
461.8 effective width, We (ft)
5.0 L / We (baffles not required if > 2)
7.0
collars:
depth of water at spillway crest (ft)
0.6 slope of upstream face (Z 1)
11.5 slope of barrel (Sb)
15.03 length of barrel in saturated zone (Ls)
27.62 number collars required
dimension of collars
2.3 ernercg@ncy spillway:
24 required capacity (Q25 -Qp) (cfs)
15.03 bottom width (ft)
36 slope of exist channel (ft/ft)
72 minimun length of exit channel (ft)
8.75 crest of spillway (ft)
15
RISER CREST
DEMTER "r.
324.75
32"6.00
10.0
319.5
4(YX131'
2 :1
3:1
YES
91
79
1.2
YES
4.25
2 :1
1 %
26.56
2
3.3 "X3.3'
YES
12:59
45
25%
40
324 -75
SEDIMENT BASIN #2 DETAIL (SCALE 2"=2o')
SEDIMENT BASIN #2 PROFILE (SCALE 1"=40')
400
TOP OF PROPOSED 024" HDPE RISER STRUCTURE
RISER RIM ELEVATION = 347.00
PROPOSED 010'1 HDPE DAM= 350-00' i
375 -35 i PRO POSEDGRADE
DOUBLE WALL BARREL,-- - - - - -- - -- - - - -- -- - - -- - -- - -T--------------
- - -
112 LF; INVERT IN= 340.00; j EXISTING GRADE
INVERT OUT = 336.50'
350.
' = BASIN FLOOR 21 '
' -- 344• 00'
325 OUTLET PROTECTION
d- 00 00 0) Ln Ln O Ln O LD It
00 n N Ln CO O O 10 N
Ln 00 00 M LD LD It ri o o,
M M M It It 't It Ln � W Ln
M M M M M M M M M M M
o +o0 0 +50
1 +00 1 +50 2 +00 2 +50 2 +75
0
PROPOSED WIDE GRASS INE MERGENCY 1 PROPOSE 024" HDPE R SER Sl' UC URE
RISER RIM ELEVATION = 347.00'
SPILLWAY CREST ELEVATION =348.75' \
PROPOSED VDOT
" #3 COARSE
AGGREGATE OUTLET PROTECTION
w/ GEOTEXTILE FILTER FABRIC'
UNDERLAYMENT (L =16', W1 =6'1 ? M
W2 =18' D =2' MIN.'
) ' w PR POSED �AF S `� co
N 1 ( \ \ +
?V
PROPOSED 010" HDPE _ '
DOUBLE WALL BARREL, ' ;' 66, \. 1 �N
SEDIMENT BASIN #3 DETAIL (SCALEI " =20')
_--- 3
PR POSED VDOT #3
- COARSE AGGREGATE
--
OUTLET PROTECTION w% boo /
GEOTEXTILE FILTER FABRIC
UNDERLAYMENT (L =35', o
-""34O -_ W1 =10_, D =2' MIN.),"
33�
_.._ - -_ --- _ 324 -
330
3 20
PROPOSED BAFFLES ~
_- PROPOSED 24 CL. III C RISER ST UC�
_ -RIS ER RIM ELEVATION= =
23.7
13 "
- - = -- - - - 319.50
6
r
r
2 -
326
10' WIDE TOP OF DAM ELEVATION =326'
'hop VDOT #3 COARSE AGGREGATE OUTLET
ROTECTION w/ GEOTEXTILE FILTER FABRIC o 324 ,%
NDERLAYMENT (L =11', W1= 3.75', W2= 12.25', D =2' MIN.) 0 -- ry f
_ 320 %
"PROPOSED 015" CL. III
RCP BARREL, 72 LF-
INVERT IN= 316.72'; .. � -
_ PROPOSED 45WIDE G2ASS LINED EM
ERGENCY
=�-- SPILLWAY CREST ELEVATION = 324.75
INVERT OUT = 316.00'
,
/
CONTRACTOR SHALL NOT Y % PROPOSED VDOT #3 COARSE AGGREGATE OUTLET
DISTURB WETLANDS (TYP.) PROTECTION w/ GEOTEXTILE FILTER FABRIC
UNDERLAYMENT (L =12', W1= 3.75', W2= 13.25', D =2' MIN.)
v --
....-
OF
0
r�
ZCOTT R. COLLINS---*
U No. 35791
�SSIONAL E��1
Z
O
a
U
0
w
°
Z
O
Ln
w
RY
Z
O w
�a
H °
W
ce
Ln In
O C7%
,-i N
v Ln
U.1 LU
Z
O
a Ln U')
Inc w w
U m m
j � O O
Z a
- 5 �
> Z O O
w U U
r0r Ce.
a a
w w
Ce Ce
Ln Ln
LL, Ln M U1 t0
L9
M
M
07
N
M
d'
I
N
� O �
N
W � ~
Q
Q LU
> W
W �
J � J
J
> U �c
U) N �-
� z
I- 0 a
o U°
J Z
Q Q z°
W31
U 5'
P__4
I Q
U Lij L
W to
U1 W
F- to 06
a
U) W z
0
r
Z W
(- O
c
W 0 V) e.
.j F-
V
vJ
W
F-
0
-
J W W
0
z
w
z
z
U
0 Z
0
N
ti
w a
r
a
s
O w
a U)
JOB NO.
142109 z
SCALE
AS SHOWN t
SHEET NO.
t
6
z
0
U
c
3
a
t
0
y
3
0
c
_o
U
0
c
0
0
V
T:
0
U
Z
G
0
0
DESIGN HIGH WATER
(z:4�YR 'rt ay.)
to
DRY ' STORAGE
' WET' STORAGE ._ --
SEDIMENT CI.EANOUT POINT
('
WETT ` STOWE REDUCED
WAN. W(SPILLWAY CREST OF DERGENCY
1WITiHOUT $FttLWAY
f
RISER CREST
O ACC£t
wet storage required (cy) (67 *DA) 482.4 design high waster (ft) 334.75
dewatering orifice elevation (ft) 331.81 top of dam (ft) 336.00
wet storage provided at this elevation (cy) 482.4 top width of dam (ft) 10.0
available volume before cleanout (cy) (34 *DA) 244.8 bottom of basin (ft) 329.5
cleanout elevation (ft) 330.69 approx bottom dimensions: 42'x122'
distance from cleanout to orifice (ft) (> 1') 1.1 upstream face slope: 2 :1
downstream face slope: 3:1
dry stora±ae:
dry storage required (cy) (67 *DA) 482.4 YES
principle spillway crest (ft) 333.75 length of flow, L (ft) 62
dry storage provided at this elevation (cy) 507.4 effective width, We (ft) 156
diameter of dewatering orifice (in) 5.0 L / We ( baffles not required if > 2) 0.4
diameter of flexble tubing (in) (orifice+2") 7.0
collars: YES
ruriaif: depth of water at spillway crest (ft) 4.25
C (use 0.45 for bare earth) 0.6 slope of upstream face (Z1) 2 :1
tc (min) 13 slope of barrel (Sb) 2.38%
1 2yr 3.70 Q 2yr 15.98 length of barrel in saturated zone (Ls) 28.18
1 25y 6,20 Q 25yr 29.46 number collars required 2
dimension of collars 3.4V.4'
principle SpiitiA .
available head (ft) 2.25 emergency spiba: YES
diameter riser (in) 24 required capacity (Q25 -0p) (cfs) 13.48
spillway capacity, Qp (cfs) 15.98 bottom width (ft) 115
diameter trash rack (in) 36 slope of exist channel (ftlft) 25.0%
barrel length (ft) 84 minimun length of exit channel (ft) 60
head on barrel through embankment {ft) 12.75 crest of spillway (ft) 334.75
diameter of barrel in 15
SEDIMENT BASIN #1 DETAIL (SCALE I "=20')
PR POSED VDOT #3 COARSE AGGREGATE OUTLET 3So - -- - --
PROTECTION w/ GEOTEXTILE FILTER FABRIC 350 PROPOSED VDOT #3 COARSE AGGREGATE OUTLET -5
° PROTECTION w/ GEOTEXTILE FILTER FABRIC
NDERLAYMENT (L -_ 30, W _ 5, D _ 2 MIN.) \34 UNDERLAYMENT (L -13', W1- 3.75', W2- 14.25', D -2' MIN.)
34 x
3
N
0 -_
tr' PROPOSED 024" CL. III RC�RISER- STRUCTURE _ 1AlOO
RISER RIM ELEVATION= /
'
33 X75 • --
PROPOSED 01511 CL. III
RCP BARREL, 84 LF;
k -Zf 00
/
INVERT IN= 324.00,
--
INVERTOUT= 320.50 y
ok5°
330' PROPOS __.
BAFFLES
ZZ
- ED
___ 34
z __
0 +p0. ti
ROPOS D VDOT #3 COARSE AGGREGATE OUTLET
-' u<
_ - -PROTECTION w/ GEOTEXTILE FILTER FABRIC o
-r_Y \ IUNDERLAYMENT (L =6', W1= 3.75',_W2= 7.25', D =2 MIN.) -- -330--'
J - --Y - X Io' WI[5E 1`OP OF A ELEVATION =3 6
PROPOSED 115' WIDE ,RAS EM ENCY ' X i�._:- i(--j(
SPILLWAY CREST ELEVATION=S 4.75
SEDIMENT TRAP #1 DETAIL (SCALE 1"=20') SEDIMLN I BANN #2 6" TOPSOIL
EXISTING GROUND NTS
-i 10' 13" HIGH, 16 GAGE TEMPORARY CMP
TOP OF DAM ELEV. = 350.00' I I TRASH RACK DEVICE
N
0 25 YR. STORM 1.0, MI r °" EMERGENCY SPILLWAY
"
ELEV = 348.75' CRESTELEV.= 348.75
I
1 RISER TOP ELEV. =34 .00' 1.0' MIN. 24" DIA. HDPE RISER VOLU Ey
DRY REQU REDME ELOEOV.
1 1' SCARIFIED KEY FOR
34„ DIA. DEWATERING
� �, SOIL COHESION
BOTTOM OF BASIN DEVICE, ELEV. = 345.75 NV. OUT = 336.50'
�� EXISTING GROUND
i ELEV= oo UPSTREAM TOE OF Doo
• 344
1o' WIDE TOP OF DAM ELEVATION =336' if ,f I
CONCRETE FOUNDATION (18" THICK, 6o" DIA., RISER OUTLET PROTECTION
--
EMBEDDED 6" INTO THE CONCRETE) CLAY C RED DAM
=41 I KEYED INTO THE
A-41 - 41 INV. IN _ EXISTING GROUND
N 10 DOUBLE WALL HDPE
5 -- i r
I. . = 340.00'
(z) 2.0'X 2.0' GALV. STEEL LENGTH =112'
ANTI -SEEP COLLARS SLOPE --
3.13%
Sediment Trap 1 design
drainage area (acres) ( <3) 0.34
trap volumes: but CREST OF STORE WEIRyg•
elevation (ft) area (sf) volume(cy) ,�•
415.00 932.0 0.0
416.00 1215.0 39.6 DRY STORAGE ,�� VMWkE
417.00 1522.0 90.2
418.00 1855.0 152.7
WET STORAGE 4, MAX.
0.0 (k%C"110)
FILTER aoTH WOUND
RSLV.
wet storage: RPW
wet storage required (cy) (67*DA) 22.8 MATE 3t3_, "` "` CLASS ` I
bottom of stone weir (ft) 416.0
wet storage provided at this elevation (cy) 39.6
slope of wet storage sides 2:1
weir length (ft) (6)dDA) 2.0 (grin.)
dry storage: bottom of trap elevation (ft) 415
dry storage required (cy) (67 *DA) 22.8 bottom trap dimensions: 19x46
crest of stone weir 417.0 top of dam elevation (ft) 418
dry storage provided at this elevation (cy) 50.6 top width of dam (ft) 6
slope of dry _storage sides 2:1 top trap dimensions 31'x58'
SEDIMENT BASIN #3 6 "TOPSOIL
EXISTING GROUND NTS
-1 10, 13" HIGH, 16 GAGE TEMPORARY CMP
TOP OF DAM ELEV. = 326.00' TRASH RACK DEVICE
25 YR. STORM 1.o' MIN. %. EMERGENCY SPILLWAY
ELEV= 324.75' CREST ELEV. = 324.75
RISER TOP ELEV.=3z3.75' 1.0' MIN. %s 2 ' DIA. CL. III RCP RISER
i s � Vii: 4'
DRY VOLUME ELEV.
1' SCARIFIED KEY FOR
REQUIRED = 323.75' ; ;;' " "'
�' SOIL COHESION
5" DIA. DEWATERING
DEVICE, ELEV. = 321.82' INV. OUT = 316.0'
UPSTREAM TOE OF DAM n
BOTTOM OF BASIN EXISTING GROUND
ELEV= 319.50 ELEV- 319.50
CONCRETE FOUNDATION (18" THICK, 72" DIA., RISER ry OUTLET PROTECTION
EMBEDDED 6" INTO THE CONCRETE) CLAY C RED DAM
KEYED INTO THE
EXISTING GROUND
INV. IN = 316.72'
15" CL. III RCP
(2) 3.3'X 3.3' GALV. STEEL LENGTH =72'
ANTI -SEEP COLLARS SLOPE =1.00%
SEDIMENT BASIN #3 PROFILE(SCALEI " =4o')
375
PROPOSED 015"
INVERT IN =316
L. III RCP BARREL, 72 LF; TOP OFD; PROPOSED 24" CL. III RCP RISER STRUCTURE
72'; INVERT OUT= 316.00' DAM= 326.00 RISER RIM ELEVATION =323.75'•
350
TING GRADE
325
IMN Mme•
BASIN FLOOR = 319.50'
--- PROPOSED GRADE
300 i OUTLET PROTECTION
0o Oqq rr! oo � rn °, N' Oq
r
q N N N M ri R�YI
M M M M M M M M M
0 +00 0 +50 1 +00 1 +50 2 +00 2 +25
Sediment Basin #2 Design
M. VW ! SPILLWAY CREST OF EMERGENCY
Y WITHOUT SPUWAY
drainage area (acres) 3.47 DESIGN HIGH WATER
basin volumes: (using 2' contour intenats) (25 -YR. STORY ELEV.)
elevation (ft) contour area (sf) volume (cy) 0.s
344,00 3649.0 0
LtlN T O
346.00 4710.0 308.8 r RISE CREST
oRY • sroRACE .� �� RING
348.00 5887.0 700.4
350.00 7174.0 1183.4 •WET • Sm""' E -
SEDIMENT CLEMIOUT POfHT
(' WET ' STORAGE REaIxEo
TO 34 C.Y. / ACRE)
wet storage:
wet storage required (cy) (67 *DA) 232.5 design high wafer (ft) 348.75
dewatering orifice elevation (ft) 345.75 top of dam (ft) 350.00
wet storage provided at this elevation (cy) 269.5 top width of dam (ft) 10.0
available volume before cleanout (cy) (34 *DA) 118.0 bottom of basin (ft) 344.0
cleanout elevation (ft) 344.75 approx bottom dimensions: 66'X74'
distance from cleanout to orifice (ft) (> 1') 1.0 upstream face slope: 2:1
downstream face slope: 3:1
dry storage:
dry storage required (cy) (67 *DA) 232.5 baffles: YES
principle spillway crest (ft) 347.0 length of flow, L (ft) 99
dry storage provided at this elevation (cy) 234.35 effective width, We (ft) 53
diameter of dewatering orifice (in) 4.0 L / We (baffles not required if > 2) 1.9
diameter of flexible tubing (in) (orifice +2 ") 6.0
collars: YES
runoff: depth of water at spillway crest (ft) 3.00
C ( use 0.45 for bare earth) 0.6 sloe of upstream face (Z 1) 2 :1
tc (Mn) 7.5 slope of barrel (Sb) 3.13 %
1 2yr 4.60 Q 2yr 9.58 length of barrel in saturated zone (Ls) 20.57'
1 25yr 7.50 Q 25yr 17.18 number collars required 2
dimension of collars 2.9x2.0'
principle spillway:
available head (ft) 10 emergency Will\Aey: YES
diameter riser (in) 24 required capacity (Q25 -Qp) (cfs) 7.60
spillway capacity, Op (cfs) 10 bottom width (ft) 56
diameter trash rack (in) 36 slope of east channel (ft/ft) 25%
barrel length (ft) 112 ininimun length of exit channel (ft) 55
head on barrel through embankment (ft) 11.5 crest of spillway (ft) 348.75
diameter of barrel in 10
Sediment Basin #3 Design
drainage area (acres) 6.34
basin volumes: (using 2' contour intervals)
elevation (ft) contour area (sf) volume (cy)
319.50 4122.0 0
320.00 4450.0 79.4
322.00 5843.0 459.4
324.00 7359.0 947.3
326.00 8980.0 1551.4
vwet storage required (cy) (67 *DA)
dewatering orifice elevation (ft)
wet storage provided at this elevation (cy)
available volume before cleanout (cy) (34 *DA)
cleanout elevation (ft)
distance from cleanout to orifice (ft) (> 1')
dry s
We-
dry storage required (cy) (67 *DA)
principle spillway crest (ft)
dry storage provided at this elevation (cy)
diameter of dewatering orifice (in)
diameter of flexible tubing (in) (orifice+2 ")
runoff:
C (use 0,45 for bare earth)
tc (min)
1 2yr 3.95 Q 2yr
125yr 6.60 Q25yr
Rrincigle illrtvav:
available head (ft)
diameter riser (in)
Spillway capacity, Op (cfs)
diameter trash rack (in)
barrel length (ft)
head on barrel through embankment (ft)
diameter of barrel (in)
MIN. t Wf SPILLWAY CREST OF ENC-
2' WITHOl1T SPILLWAY
DESIGN HIGH WATER
,,(25 -YR- STORM ELEV.)
SEDMEM CLEANOUT POINT
(' WET ' STORAGE REDUCED
TO 34 C.Y. / ACRt)
424.8 design high water (ft)
321.82 top of dam (ft)
424.8 top width of dam (ft)
215.6 bottom of basin (ft)
320.70 approx bottom dimensions:
1.1 upstream face slope:
downstream face slope:
424.8 baffles:
323.75 length of flow, L (ft)
461.8 effective width, We (ft)
5.0 L / We (baffles not required if > 2)
7.0
collars:
depth of water at spillway crest (ft)
0.6 slope of upstream face (Z 1)
11.5 slope of barrel (Sb)
15.03 length of barrel in saturated zone (Ls)
27.62 number collars required
dimension of collars
2.3 ernercg@ncy spillway:
24 required capacity (Q25 -Qp) (cfs)
15.03 bottom width (ft)
36 slope of exist channel (ft/ft)
72 minimun length of exit channel (ft)
8.75 crest of spillway (ft)
15
RISER CREST
DEMTER "r.
324.75
32"6.00
10.0
319.5
4(YX131'
2 :1
3:1
YES
91
79
1.2
YES
4.25
2 :1
1 %
26.56
2
3.3 "X3.3'
YES
12:59
45
25%
40
324 -75
SEDIMENT BASIN #2 DETAIL (SCALE 2"=2o')
SEDIMENT BASIN #2 PROFILE (SCALE 1"=40')
400
TOP OF PROPOSED 024" HDPE RISER STRUCTURE
RISER RIM ELEVATION = 347.00
PROPOSED 010'1 HDPE DAM= 350-00' i
375 -35 i PRO POSEDGRADE
DOUBLE WALL BARREL,-- - - - - -- - -- - - - -- -- - - -- - -- - -T--------------
- - -
112 LF; INVERT IN= 340.00; j EXISTING GRADE
INVERT OUT = 336.50'
350.
' = BASIN FLOOR 21 '
' -- 344• 00'
325 OUTLET PROTECTION
d- 00 00 0) Ln Ln O Ln O LD It
00 n N Ln CO O O 10 N
Ln 00 00 M LD LD It ri o o,
M M M It It 't It Ln � W Ln
M M M M M M M M M M M
o +o0 0 +50
1 +00 1 +50 2 +00 2 +50 2 +75
0
PROPOSED WIDE GRASS INE MERGENCY 1 PROPOSE 024" HDPE R SER Sl' UC URE
RISER RIM ELEVATION = 347.00'
SPILLWAY CREST ELEVATION =348.75' \
PROPOSED VDOT
" #3 COARSE
AGGREGATE OUTLET PROTECTION
w/ GEOTEXTILE FILTER FABRIC'
UNDERLAYMENT (L =16', W1 =6'1 ? M
W2 =18' D =2' MIN.'
) ' w PR POSED �AF S `� co
N 1 ( \ \ +
?V
PROPOSED 010" HDPE _ '
DOUBLE WALL BARREL, ' ;' 66, \. 1 �N
SEDIMENT BASIN #3 DETAIL (SCALEI " =20')
_--- 3
PR POSED VDOT #3
- COARSE AGGREGATE
--
OUTLET PROTECTION w% boo /
GEOTEXTILE FILTER FABRIC
UNDERLAYMENT (L =35', o
-""34O -_ W1 =10_, D =2' MIN.),"
33�
_.._ - -_ --- _ 324 -
330
3 20
PROPOSED BAFFLES ~
_- PROPOSED 24 CL. III C RISER ST UC�
_ -RIS ER RIM ELEVATION= =
23.7
13 "
- - = -- - - - 319.50
6
r
r
2 -
326
10' WIDE TOP OF DAM ELEVATION =326'
'hop VDOT #3 COARSE AGGREGATE OUTLET
ROTECTION w/ GEOTEXTILE FILTER FABRIC o 324 ,%
NDERLAYMENT (L =11', W1= 3.75', W2= 12.25', D =2' MIN.) 0 -- ry f
_ 320 %
"PROPOSED 015" CL. III
RCP BARREL, 72 LF-
INVERT IN= 316.72'; .. � -
_ PROPOSED 45WIDE G2ASS LINED EM
ERGENCY
=�-- SPILLWAY CREST ELEVATION = 324.75
INVERT OUT = 316.00'
,
/
CONTRACTOR SHALL NOT Y % PROPOSED VDOT #3 COARSE AGGREGATE OUTLET
DISTURB WETLANDS (TYP.) PROTECTION w/ GEOTEXTILE FILTER FABRIC
UNDERLAYMENT (L =12', W1= 3.75', W2= 13.25', D =2' MIN.)
v --
....-
OF
0
r�
ZCOTT R. COLLINS---*
U No. 35791
�SSIONAL E��1
Z
O
a
U
0
w
°
Z
O
Ln
w
RY
Z
O w
�a
H °
W
ce
Ln In
O C7%
,-i N
v Ln
U.1 LU
Z
O
a Ln U')
Inc w w
U m m
j � O O
Z a
- 5 �
> Z O O
w U U
r0r Ce.
a a
w w
Ce Ce
Ln Ln
LL, Ln M U1 t0
L9
M
M
07
N
M
d'
I
N
� O �
N
W � ~
Q
Q LU
> W
W �
J � J
J
> U �c
U) N �-
� z
I- 0 a
o U°
J Z
Q Q z°
W31
U 5'
P__4
I Q
U Lij L
W to
U1 W
F- to 06
a
U) W z
0
r
Z W
(- O
c
W 0 V) e.
.j F-
V
vJ
W
F-
0
-
J W W
0
z
w
z
z
U
0 Z
0
N
ti
w a
r
a
s
O w
a U)
JOB NO.
142109 z
SCALE
AS SHOWN t
SHEET NO.
t
6
z
0
U
c
3
a
t
0
y
3
0
c
_o
U
0
c
0
0
V
T:
0
U
Z
G
0
0
SEDIMENT BASIN #1 DETAIL (SCALE I "=20')
PR POSED VDOT #3 COARSE AGGREGATE OUTLET 3So - -- - --
PROTECTION w/ GEOTEXTILE FILTER FABRIC 350 PROPOSED VDOT #3 COARSE AGGREGATE OUTLET -5
° PROTECTION w/ GEOTEXTILE FILTER FABRIC
NDERLAYMENT (L -_ 30, W _ 5, D _ 2 MIN.) \34 UNDERLAYMENT (L -13', W1- 3.75', W2- 14.25', D -2' MIN.)
34 x
3
N
0 -_
tr' PROPOSED 024" CL. III RC�RISER- STRUCTURE _ 1AlOO
RISER RIM ELEVATION= /
'
33 X75 • --
PROPOSED 01511 CL. III
RCP BARREL, 84 LF;
k -Zf 00
/
INVERT IN= 324.00,
--
INVERTOUT= 320.50 y
ok5°
330' PROPOS __.
BAFFLES
ZZ
- ED
___ 34
z __
0 +p0. ti
ROPOS D VDOT #3 COARSE AGGREGATE OUTLET
-' u<
_ - -PROTECTION w/ GEOTEXTILE FILTER FABRIC o
-r_Y \ IUNDERLAYMENT (L =6', W1= 3.75',_W2= 7.25', D =2 MIN.) -- -330--'
J - --Y - X Io' WI[5E 1`OP OF A ELEVATION =3 6
PROPOSED 115' WIDE ,RAS EM ENCY ' X i�._:- i(--j(
SPILLWAY CREST ELEVATION=S 4.75
SEDIMENT TRAP #1 DETAIL (SCALE 1"=20') SEDIMLN I BANN #2 6" TOPSOIL
EXISTING GROUND NTS
-i 10' 13" HIGH, 16 GAGE TEMPORARY CMP
TOP OF DAM ELEV. = 350.00' I I TRASH RACK DEVICE
N
0 25 YR. STORM 1.0, MI r °" EMERGENCY SPILLWAY
"
ELEV = 348.75' CRESTELEV.= 348.75
I
1 RISER TOP ELEV. =34 .00' 1.0' MIN. 24" DIA. HDPE RISER VOLU Ey
DRY REQU REDME ELOEOV.
1 1' SCARIFIED KEY FOR
34„ DIA. DEWATERING
� �, SOIL COHESION
BOTTOM OF BASIN DEVICE, ELEV. = 345.75 NV. OUT = 336.50'
�� EXISTING GROUND
i ELEV= oo UPSTREAM TOE OF Doo
• 344
1o' WIDE TOP OF DAM ELEVATION =336' if ,f I
CONCRETE FOUNDATION (18" THICK, 6o" DIA., RISER OUTLET PROTECTION
--
EMBEDDED 6" INTO THE CONCRETE) CLAY C RED DAM
=41 I KEYED INTO THE
A-41 - 41 INV. IN _ EXISTING GROUND
N 10 DOUBLE WALL HDPE
5 -- i r
I. . = 340.00'
(z) 2.0'X 2.0' GALV. STEEL LENGTH =112'
ANTI -SEEP COLLARS SLOPE --
3.13%
Sediment Trap 1 design
drainage area (acres) ( <3) 0.34
trap volumes: but CREST OF STORE WEIRyg•
elevation (ft) area (sf) volume(cy) ,�•
415.00 932.0 0.0
416.00 1215.0 39.6 DRY STORAGE ,�� VMWkE
417.00 1522.0 90.2
418.00 1855.0 152.7
WET STORAGE 4, MAX.
0.0 (k%C"110)
FILTER aoTH WOUND
RSLV.
wet storage: RPW
wet storage required (cy) (67*DA) 22.8 MATE 3t3_, "` "` CLASS ` I
bottom of stone weir (ft) 416.0
wet storage provided at this elevation (cy) 39.6
slope of wet storage sides 2:1
weir length (ft) (6)dDA) 2.0 (grin.)
dry storage: bottom of trap elevation (ft) 415
dry storage required (cy) (67 *DA) 22.8 bottom trap dimensions: 19x46
crest of stone weir 417.0 top of dam elevation (ft) 418
dry storage provided at this elevation (cy) 50.6 top width of dam (ft) 6
slope of dry _storage sides 2:1 top trap dimensions 31'x58'
SEDIMENT BASIN #3 6 "TOPSOIL
EXISTING GROUND NTS
-1 10, 13" HIGH, 16 GAGE TEMPORARY CMP
TOP OF DAM ELEV. = 326.00' TRASH RACK DEVICE
25 YR. STORM 1.o' MIN. %. EMERGENCY SPILLWAY
ELEV= 324.75' CREST ELEV. = 324.75
RISER TOP ELEV.=3z3.75' 1.0' MIN. %s 2 ' DIA. CL. III RCP RISER
i s � Vii: 4'
DRY VOLUME ELEV.
1' SCARIFIED KEY FOR
REQUIRED = 323.75' ; ;;' " "'
�' SOIL COHESION
5" DIA. DEWATERING
DEVICE, ELEV. = 321.82' INV. OUT = 316.0'
UPSTREAM TOE OF DAM n
BOTTOM OF BASIN EXISTING GROUND
ELEV= 319.50 ELEV- 319.50
CONCRETE FOUNDATION (18" THICK, 72" DIA., RISER ry OUTLET PROTECTION
EMBEDDED 6" INTO THE CONCRETE) CLAY C RED DAM
KEYED INTO THE
EXISTING GROUND
INV. IN = 316.72'
15" CL. III RCP
(2) 3.3'X 3.3' GALV. STEEL LENGTH =72'
ANTI -SEEP COLLARS SLOPE =1.00%
SEDIMENT BASIN #3 PROFILE(SCALEI " =4o')
375
PROPOSED 015"
INVERT IN =316
L. III RCP BARREL, 72 LF; TOP OFD; PROPOSED 24" CL. III RCP RISER STRUCTURE
72'; INVERT OUT= 316.00' DAM= 326.00 RISER RIM ELEVATION =323.75'•
350
TING GRADE
325
IMN Mme•
BASIN FLOOR = 319.50'
--- PROPOSED GRADE
300 i OUTLET PROTECTION
0o Oqq rr! oo � rn °, N' Oq
r
q N N N M ri R�YI
M M M M M M M M M
0 +00 0 +50 1 +00 1 +50 2 +00 2 +25
Sediment Basin #2 Design
M. VW ! SPILLWAY CREST OF EMERGENCY
Y WITHOUT SPUWAY
drainage area (acres) 3.47 DESIGN HIGH WATER
basin volumes: (using 2' contour intenats) (25 -YR. STORY ELEV.)
elevation (ft) contour area (sf) volume (cy) 0.s
344,00 3649.0 0
LtlN T O
346.00 4710.0 308.8 r RISE CREST
oRY • sroRACE .� �� RING
348.00 5887.0 700.4
350.00 7174.0 1183.4 •WET • Sm""' E -
SEDIMENT CLEMIOUT POfHT
(' WET ' STORAGE REaIxEo
TO 34 C.Y. / ACRE)
wet storage:
wet storage required (cy) (67 *DA) 232.5 design high wafer (ft) 348.75
dewatering orifice elevation (ft) 345.75 top of dam (ft) 350.00
wet storage provided at this elevation (cy) 269.5 top width of dam (ft) 10.0
available volume before cleanout (cy) (34 *DA) 118.0 bottom of basin (ft) 344.0
cleanout elevation (ft) 344.75 approx bottom dimensions: 66'X74'
distance from cleanout to orifice (ft) (> 1') 1.0 upstream face slope: 2:1
downstream face slope: 3:1
dry storage:
dry storage required (cy) (67 *DA) 232.5 baffles: YES
principle spillway crest (ft) 347.0 length of flow, L (ft) 99
dry storage provided at this elevation (cy) 234.35 effective width, We (ft) 53
diameter of dewatering orifice (in) 4.0 L / We (baffles not required if > 2) 1.9
diameter of flexible tubing (in) (orifice +2 ") 6.0
collars: YES
runoff: depth of water at spillway crest (ft) 3.00
C ( use 0.45 for bare earth) 0.6 sloe of upstream face (Z 1) 2 :1
tc (Mn) 7.5 slope of barrel (Sb) 3.13 %
1 2yr 4.60 Q 2yr 9.58 length of barrel in saturated zone (Ls) 20.57'
1 25yr 7.50 Q 25yr 17.18 number collars required 2
dimension of collars 2.9x2.0'
principle spillway:
available head (ft) 10 emergency Will\Aey: YES
diameter riser (in) 24 required capacity (Q25 -Qp) (cfs) 7.60
spillway capacity, Op (cfs) 10 bottom width (ft) 56
diameter trash rack (in) 36 slope of east channel (ft/ft) 25%
barrel length (ft) 112 ininimun length of exit channel (ft) 55
head on barrel through embankment (ft) 11.5 crest of spillway (ft) 348.75
diameter of barrel in 10
Sediment Basin #3 Design
drainage area (acres) 6.34
basin volumes: (using 2' contour intervals)
elevation (ft) contour area (sf) volume (cy)
319.50 4122.0 0
320.00 4450.0 79.4
322.00 5843.0 459.4
324.00 7359.0 947.3
326.00 8980.0 1551.4
vwet storage required (cy) (67 *DA)
dewatering orifice elevation (ft)
wet storage provided at this elevation (cy)
available volume before cleanout (cy) (34 *DA)
cleanout elevation (ft)
distance from cleanout to orifice (ft) (> 1')
dry s
We-
dry storage required (cy) (67 *DA)
principle spillway crest (ft)
dry storage provided at this elevation (cy)
diameter of dewatering orifice (in)
diameter of flexible tubing (in) (orifice+2 ")
runoff:
C (use 0,45 for bare earth)
tc (min)
1 2yr 3.95 Q 2yr
125yr 6.60 Q25yr
Rrincigle illrtvav:
available head (ft)
diameter riser (in)
Spillway capacity, Op (cfs)
diameter trash rack (in)
barrel length (ft)
head on barrel through embankment (ft)
diameter of barrel (in)
MIN. t Wf SPILLWAY CREST OF ENC-
2' WITHOl1T SPILLWAY
DESIGN HIGH WATER
,,(25 -YR- STORM ELEV.)
SEDMEM CLEANOUT POINT
(' WET ' STORAGE REDUCED
TO 34 C.Y. / ACRt)
424.8 design high water (ft)
321.82 top of dam (ft)
424.8 top width of dam (ft)
215.6 bottom of basin (ft)
320.70 approx bottom dimensions:
1.1 upstream face slope:
downstream face slope:
424.8 baffles:
323.75 length of flow, L (ft)
461.8 effective width, We (ft)
5.0 L / We (baffles not required if > 2)
7.0
collars:
depth of water at spillway crest (ft)
0.6 slope of upstream face (Z 1)
11.5 slope of barrel (Sb)
15.03 length of barrel in saturated zone (Ls)
27.62 number collars required
dimension of collars
2.3 ernercg@ncy spillway:
24 required capacity (Q25 -Qp) (cfs)
15.03 bottom width (ft)
36 slope of exist channel (ft/ft)
72 minimun length of exit channel (ft)
8.75 crest of spillway (ft)
15
RISER CREST
DEMTER "r.
324.75
32"6.00
10.0
319.5
4(YX131'
2 :1
3:1
YES
91
79
1.2
YES
4.25
2 :1
1 %
26.56
2
3.3 "X3.3'
YES
12:59
45
25%
40
324 -75
SEDIMENT BASIN #2 DETAIL (SCALE 2"=2o')
SEDIMENT BASIN #2 PROFILE (SCALE 1"=40')
400
TOP OF PROPOSED 024" HDPE RISER STRUCTURE
RISER RIM ELEVATION = 347.00
PROPOSED 010'1 HDPE DAM= 350-00' i
375 -35 i PRO POSEDGRADE
DOUBLE WALL BARREL,-- - - - - -- - -- - - - -- -- - - -- - -- - -T--------------
- - -
112 LF; INVERT IN= 340.00; j EXISTING GRADE
INVERT OUT = 336.50'
350.
' = BASIN FLOOR 21 '
' -- 344• 00'
325 OUTLET PROTECTION
d- 00 00 0) Ln Ln O Ln O LD It
00 n N Ln CO O O 10 N
Ln 00 00 M LD LD It ri o o,
M M M It It 't It Ln � W Ln
M M M M M M M M M M M
o +o0 0 +50
1 +00 1 +50 2 +00 2 +50 2 +75
0
PROPOSED WIDE GRASS INE MERGENCY 1 PROPOSE 024" HDPE R SER Sl' UC URE
RISER RIM ELEVATION = 347.00'
SPILLWAY CREST ELEVATION =348.75' \
PROPOSED VDOT
" #3 COARSE
AGGREGATE OUTLET PROTECTION
w/ GEOTEXTILE FILTER FABRIC'
UNDERLAYMENT (L =16', W1 =6'1 ? M
W2 =18' D =2' MIN.'
) ' w PR POSED �AF S `� co
N 1 ( \ \ +
?V
PROPOSED 010" HDPE _ '
DOUBLE WALL BARREL, ' ;' 66, \. 1 �N
SEDIMENT BASIN #3 DETAIL (SCALEI " =20')
_--- 3
PR POSED VDOT #3
- COARSE AGGREGATE
--
OUTLET PROTECTION w% boo /
GEOTEXTILE FILTER FABRIC
UNDERLAYMENT (L =35', o
-""34O -_ W1 =10_, D =2' MIN.),"
33�
_.._ - -_ --- _ 324 -
330
3 20
PROPOSED BAFFLES ~
_- PROPOSED 24 CL. III C RISER ST UC�
_ -RIS ER RIM ELEVATION= =
23.7
13 "
- - = -- - - - 319.50
6
r
r
2 -
326
10' WIDE TOP OF DAM ELEVATION =326'
'hop VDOT #3 COARSE AGGREGATE OUTLET
ROTECTION w/ GEOTEXTILE FILTER FABRIC o 324 ,%
NDERLAYMENT (L =11', W1= 3.75', W2= 12.25', D =2' MIN.) 0 -- ry f
_ 320 %
"PROPOSED 015" CL. III
RCP BARREL, 72 LF-
INVERT IN= 316.72'; .. � -
_ PROPOSED 45WIDE G2ASS LINED EM
ERGENCY
=�-- SPILLWAY CREST ELEVATION = 324.75
INVERT OUT = 316.00'
,
/
CONTRACTOR SHALL NOT Y % PROPOSED VDOT #3 COARSE AGGREGATE OUTLET
DISTURB WETLANDS (TYP.) PROTECTION w/ GEOTEXTILE FILTER FABRIC
UNDERLAYMENT (L =12', W1= 3.75', W2= 13.25', D =2' MIN.)
v --
....-
OF
0
r�
ZCOTT R. COLLINS---*
U No. 35791
�SSIONAL E��1
Z
O
a
U
0
w
°
Z
O
Ln
w
RY
Z
O w
�a
H °
W
ce
Ln In
O C7%
,-i N
v Ln
U.1 LU
Z
O
a Ln U')
Inc w w
U m m
j � O O
Z a
- 5 �
> Z O O
w U U
r0r Ce.
a a
w w
Ce Ce
Ln Ln
LL, Ln M U1 t0
L9
M
M
07
N
M
d'
I
N
� O �
N
W � ~
Q
Q LU
> W
W �
J � J
J
> U �c
U) N �-
� z
I- 0 a
o U°
J Z
Q Q z°
W31
U 5'
P__4
I Q
U Lij L
W to
U1 W
F- to 06
a
U) W z
0
r
Z W
(- O
c
W 0 V) e.
.j F-
V
vJ
W
F-
0
-
J W W
0
z
w
z
z
U
0 Z
0
N
ti
w a
r
a
s
O w
a U)
JOB NO.
142109 z
SCALE
AS SHOWN t
SHEET NO.
t
6
z
0
U
c
3
a
t
0
y
3
0
c
_o
U
0
c
0
0
V
T:
0
U
Z
G
0
0
Sediment Trap 1 design
drainage area (acres) ( <3) 0.34
trap volumes: but CREST OF STORE WEIRyg•
elevation (ft) area (sf) volume(cy) ,�•
415.00 932.0 0.0
416.00 1215.0 39.6 DRY STORAGE ,�� VMWkE
417.00 1522.0 90.2
418.00 1855.0 152.7
WET STORAGE 4, MAX.
0.0 (k%C"110)
FILTER aoTH WOUND
RSLV.
wet storage: RPW
wet storage required (cy) (67*DA) 22.8 MATE 3t3_, "` "` CLASS ` I
bottom of stone weir (ft) 416.0
wet storage provided at this elevation (cy) 39.6
slope of wet storage sides 2:1
weir length (ft) (6)dDA) 2.0 (grin.)
dry storage: bottom of trap elevation (ft) 415
dry storage required (cy) (67 *DA) 22.8 bottom trap dimensions: 19x46
crest of stone weir 417.0 top of dam elevation (ft) 418
dry storage provided at this elevation (cy) 50.6 top width of dam (ft) 6
slope of dry _storage sides 2:1 top trap dimensions 31'x58'
SEDIMENT BASIN #3 6 "TOPSOIL
EXISTING GROUND NTS
-1 10, 13" HIGH, 16 GAGE TEMPORARY CMP
TOP OF DAM ELEV. = 326.00' TRASH RACK DEVICE
25 YR. STORM 1.o' MIN. %. EMERGENCY SPILLWAY
ELEV= 324.75' CREST ELEV. = 324.75
RISER TOP ELEV.=3z3.75' 1.0' MIN. %s 2 ' DIA. CL. III RCP RISER
i s � Vii: 4'
DRY VOLUME ELEV.
1' SCARIFIED KEY FOR
REQUIRED = 323.75' ; ;;' " "'
�' SOIL COHESION
5" DIA. DEWATERING
DEVICE, ELEV. = 321.82' INV. OUT = 316.0'
UPSTREAM TOE OF DAM n
BOTTOM OF BASIN EXISTING GROUND
ELEV= 319.50 ELEV- 319.50
CONCRETE FOUNDATION (18" THICK, 72" DIA., RISER ry OUTLET PROTECTION
EMBEDDED 6" INTO THE CONCRETE) CLAY C RED DAM
KEYED INTO THE
EXISTING GROUND
INV. IN = 316.72'
15" CL. III RCP
(2) 3.3'X 3.3' GALV. STEEL LENGTH =72'
ANTI -SEEP COLLARS SLOPE =1.00%
SEDIMENT BASIN #3 PROFILE(SCALEI " =4o')
375
PROPOSED 015"
INVERT IN =316
L. III RCP BARREL, 72 LF; TOP OFD; PROPOSED 24" CL. III RCP RISER STRUCTURE
72'; INVERT OUT= 316.00' DAM= 326.00 RISER RIM ELEVATION =323.75'•
350
TING GRADE
325
IMN Mme•
BASIN FLOOR = 319.50'
--- PROPOSED GRADE
300 i OUTLET PROTECTION
0o Oqq rr! oo � rn °, N' Oq
r
q N N N M ri R�YI
M M M M M M M M M
0 +00 0 +50 1 +00 1 +50 2 +00 2 +25
Sediment Basin #2 Design
M. VW ! SPILLWAY CREST OF EMERGENCY
Y WITHOUT SPUWAY
drainage area (acres) 3.47 DESIGN HIGH WATER
basin volumes: (using 2' contour intenats) (25 -YR. STORY ELEV.)
elevation (ft) contour area (sf) volume (cy) 0.s
344,00 3649.0 0
LtlN T O
346.00 4710.0 308.8 r RISE CREST
oRY • sroRACE .� �� RING
348.00 5887.0 700.4
350.00 7174.0 1183.4 •WET • Sm""' E -
SEDIMENT CLEMIOUT POfHT
(' WET ' STORAGE REaIxEo
TO 34 C.Y. / ACRE)
wet storage:
wet storage required (cy) (67 *DA) 232.5 design high wafer (ft) 348.75
dewatering orifice elevation (ft) 345.75 top of dam (ft) 350.00
wet storage provided at this elevation (cy) 269.5 top width of dam (ft) 10.0
available volume before cleanout (cy) (34 *DA) 118.0 bottom of basin (ft) 344.0
cleanout elevation (ft) 344.75 approx bottom dimensions: 66'X74'
distance from cleanout to orifice (ft) (> 1') 1.0 upstream face slope: 2:1
downstream face slope: 3:1
dry storage:
dry storage required (cy) (67 *DA) 232.5 baffles: YES
principle spillway crest (ft) 347.0 length of flow, L (ft) 99
dry storage provided at this elevation (cy) 234.35 effective width, We (ft) 53
diameter of dewatering orifice (in) 4.0 L / We (baffles not required if > 2) 1.9
diameter of flexible tubing (in) (orifice +2 ") 6.0
collars: YES
runoff: depth of water at spillway crest (ft) 3.00
C ( use 0.45 for bare earth) 0.6 sloe of upstream face (Z 1) 2 :1
tc (Mn) 7.5 slope of barrel (Sb) 3.13 %
1 2yr 4.60 Q 2yr 9.58 length of barrel in saturated zone (Ls) 20.57'
1 25yr 7.50 Q 25yr 17.18 number collars required 2
dimension of collars 2.9x2.0'
principle spillway:
available head (ft) 10 emergency Will\Aey: YES
diameter riser (in) 24 required capacity (Q25 -Qp) (cfs) 7.60
spillway capacity, Op (cfs) 10 bottom width (ft) 56
diameter trash rack (in) 36 slope of east channel (ft/ft) 25%
barrel length (ft) 112 ininimun length of exit channel (ft) 55
head on barrel through embankment (ft) 11.5 crest of spillway (ft) 348.75
diameter of barrel in 10
Sediment Basin #3 Design
drainage area (acres) 6.34
basin volumes: (using 2' contour intervals)
elevation (ft) contour area (sf) volume (cy)
319.50 4122.0 0
320.00 4450.0 79.4
322.00 5843.0 459.4
324.00 7359.0 947.3
326.00 8980.0 1551.4
vwet storage required (cy) (67 *DA)
dewatering orifice elevation (ft)
wet storage provided at this elevation (cy)
available volume before cleanout (cy) (34 *DA)
cleanout elevation (ft)
distance from cleanout to orifice (ft) (> 1')
dry s
We-
dry storage required (cy) (67 *DA)
principle spillway crest (ft)
dry storage provided at this elevation (cy)
diameter of dewatering orifice (in)
diameter of flexible tubing (in) (orifice+2 ")
runoff:
C (use 0,45 for bare earth)
tc (min)
1 2yr 3.95 Q 2yr
125yr 6.60 Q25yr
Rrincigle illrtvav:
available head (ft)
diameter riser (in)
Spillway capacity, Op (cfs)
diameter trash rack (in)
barrel length (ft)
head on barrel through embankment (ft)
diameter of barrel (in)
MIN. t Wf SPILLWAY CREST OF ENC-
2' WITHOl1T SPILLWAY
DESIGN HIGH WATER
,,(25 -YR- STORM ELEV.)
SEDMEM CLEANOUT POINT
(' WET ' STORAGE REDUCED
TO 34 C.Y. / ACRt)
424.8 design high water (ft)
321.82 top of dam (ft)
424.8 top width of dam (ft)
215.6 bottom of basin (ft)
320.70 approx bottom dimensions:
1.1 upstream face slope:
downstream face slope:
424.8 baffles:
323.75 length of flow, L (ft)
461.8 effective width, We (ft)
5.0 L / We (baffles not required if > 2)
7.0
collars:
depth of water at spillway crest (ft)
0.6 slope of upstream face (Z 1)
11.5 slope of barrel (Sb)
15.03 length of barrel in saturated zone (Ls)
27.62 number collars required
dimension of collars
2.3 ernercg@ncy spillway:
24 required capacity (Q25 -Qp) (cfs)
15.03 bottom width (ft)
36 slope of exist channel (ft/ft)
72 minimun length of exit channel (ft)
8.75 crest of spillway (ft)
15
RISER CREST
DEMTER "r.
324.75
32"6.00
10.0
319.5
4(YX131'
2 :1
3:1
YES
91
79
1.2
YES
4.25
2 :1
1 %
26.56
2
3.3 "X3.3'
YES
12:59
45
25%
40
324 -75
SEDIMENT BASIN #2 DETAIL (SCALE 2"=2o')
SEDIMENT BASIN #2 PROFILE (SCALE 1"=40')
400
TOP OF PROPOSED 024" HDPE RISER STRUCTURE
RISER RIM ELEVATION = 347.00
PROPOSED 010'1 HDPE DAM= 350-00' i
375 -35 i PRO POSEDGRADE
DOUBLE WALL BARREL,-- - - - - -- - -- - - - -- -- - - -- - -- - -T--------------
- - -
112 LF; INVERT IN= 340.00; j EXISTING GRADE
INVERT OUT = 336.50'
350.
' = BASIN FLOOR 21 '
' -- 344• 00'
325 OUTLET PROTECTION
d- 00 00 0) Ln Ln O Ln O LD It
00 n N Ln CO O O 10 N
Ln 00 00 M LD LD It ri o o,
M M M It It 't It Ln � W Ln
M M M M M M M M M M M
o +o0 0 +50
1 +00 1 +50 2 +00 2 +50 2 +75
0
PROPOSED WIDE GRASS INE MERGENCY 1 PROPOSE 024" HDPE R SER Sl' UC URE
RISER RIM ELEVATION = 347.00'
SPILLWAY CREST ELEVATION =348.75' \
PROPOSED VDOT
" #3 COARSE
AGGREGATE OUTLET PROTECTION
w/ GEOTEXTILE FILTER FABRIC'
UNDERLAYMENT (L =16', W1 =6'1 ? M
W2 =18' D =2' MIN.'
) ' w PR POSED �AF S `� co
N 1 ( \ \ +
?V
PROPOSED 010" HDPE _ '
DOUBLE WALL BARREL, ' ;' 66, \. 1 �N
SEDIMENT BASIN #3 DETAIL (SCALEI " =20')
_--- 3
PR POSED VDOT #3
- COARSE AGGREGATE
--
OUTLET PROTECTION w% boo /
GEOTEXTILE FILTER FABRIC
UNDERLAYMENT (L =35', o
-""34O -_ W1 =10_, D =2' MIN.),"
33�
_.._ - -_ --- _ 324 -
330
3 20
PROPOSED BAFFLES ~
_- PROPOSED 24 CL. III C RISER ST UC�
_ -RIS ER RIM ELEVATION= =
23.7
13 "
- - = -- - - - 319.50
6
r
r
2 -
326
10' WIDE TOP OF DAM ELEVATION =326'
'hop VDOT #3 COARSE AGGREGATE OUTLET
ROTECTION w/ GEOTEXTILE FILTER FABRIC o 324 ,%
NDERLAYMENT (L =11', W1= 3.75', W2= 12.25', D =2' MIN.) 0 -- ry f
_ 320 %
"PROPOSED 015" CL. III
RCP BARREL, 72 LF-
INVERT IN= 316.72'; .. � -
_ PROPOSED 45WIDE G2ASS LINED EM
ERGENCY
=�-- SPILLWAY CREST ELEVATION = 324.75
INVERT OUT = 316.00'
,
/
CONTRACTOR SHALL NOT Y % PROPOSED VDOT #3 COARSE AGGREGATE OUTLET
DISTURB WETLANDS (TYP.) PROTECTION w/ GEOTEXTILE FILTER FABRIC
UNDERLAYMENT (L =12', W1= 3.75', W2= 13.25', D =2' MIN.)
v --
....-
OF
0
r�
ZCOTT R. COLLINS---*
U No. 35791
�SSIONAL E��1
Z
O
a
U
0
w
°
Z
O
Ln
w
RY
Z
O w
�a
H °
W
ce
Ln In
O C7%
,-i N
v Ln
U.1 LU
Z
O
a Ln U')
Inc w w
U m m
j � O O
Z a
- 5 �
> Z O O
w U U
r0r Ce.
a a
w w
Ce Ce
Ln Ln
LL, Ln M U1 t0
L9
M
M
07
N
M
d'
I
N
� O �
N
W � ~
Q
Q LU
> W
W �
J � J
J
> U �c
U) N �-
� z
I- 0 a
o U°
J Z
Q Q z°
W31
U 5'
P__4
I Q
U Lij L
W to
U1 W
F- to 06
a
U) W z
0
r
Z W
(- O
c
W 0 V) e.
.j F-
V
vJ
W
F-
0
-
J W W
0
z
w
z
z
U
0 Z
0
N
ti
w a
r
a
s
O w
a U)
JOB NO.
142109 z
SCALE
AS SHOWN t
SHEET NO.
t
6
z
0
U
c
3
a
t
0
y
3
0
c
_o
U
0
c
0
0
V
T:
0
U
Z
G
0
0
SEDIMENT BASIN #3 6 "TOPSOIL
EXISTING GROUND NTS
-1 10, 13" HIGH, 16 GAGE TEMPORARY CMP
TOP OF DAM ELEV. = 326.00' TRASH RACK DEVICE
25 YR. STORM 1.o' MIN. %. EMERGENCY SPILLWAY
ELEV= 324.75' CREST ELEV. = 324.75
RISER TOP ELEV.=3z3.75' 1.0' MIN. %s 2 ' DIA. CL. III RCP RISER
i s � Vii: 4'
DRY VOLUME ELEV.
1' SCARIFIED KEY FOR
REQUIRED = 323.75' ; ;;' " "'
�' SOIL COHESION
5" DIA. DEWATERING
DEVICE, ELEV. = 321.82' INV. OUT = 316.0'
UPSTREAM TOE OF DAM n
BOTTOM OF BASIN EXISTING GROUND
ELEV= 319.50 ELEV- 319.50
CONCRETE FOUNDATION (18" THICK, 72" DIA., RISER ry OUTLET PROTECTION
EMBEDDED 6" INTO THE CONCRETE) CLAY C RED DAM
KEYED INTO THE
EXISTING GROUND
INV. IN = 316.72'
15" CL. III RCP
(2) 3.3'X 3.3' GALV. STEEL LENGTH =72'
ANTI -SEEP COLLARS SLOPE =1.00%
SEDIMENT BASIN #3 PROFILE(SCALEI " =4o')
375
PROPOSED 015"
INVERT IN =316
L. III RCP BARREL, 72 LF; TOP OFD; PROPOSED 24" CL. III RCP RISER STRUCTURE
72'; INVERT OUT= 316.00' DAM= 326.00 RISER RIM ELEVATION =323.75'•
350
TING GRADE
325
IMN Mme•
BASIN FLOOR = 319.50'
--- PROPOSED GRADE
300 i OUTLET PROTECTION
0o Oqq rr! oo � rn °, N' Oq
r
q N N N M ri R�YI
M M M M M M M M M
0 +00 0 +50 1 +00 1 +50 2 +00 2 +25
Sediment Basin #2 Design
M. VW ! SPILLWAY CREST OF EMERGENCY
Y WITHOUT SPUWAY
drainage area (acres) 3.47 DESIGN HIGH WATER
basin volumes: (using 2' contour intenats) (25 -YR. STORY ELEV.)
elevation (ft) contour area (sf) volume (cy) 0.s
344,00 3649.0 0
LtlN T O
346.00 4710.0 308.8 r RISE CREST
oRY • sroRACE .� �� RING
348.00 5887.0 700.4
350.00 7174.0 1183.4 •WET • Sm""' E -
SEDIMENT CLEMIOUT POfHT
(' WET ' STORAGE REaIxEo
TO 34 C.Y. / ACRE)
wet storage:
wet storage required (cy) (67 *DA) 232.5 design high wafer (ft) 348.75
dewatering orifice elevation (ft) 345.75 top of dam (ft) 350.00
wet storage provided at this elevation (cy) 269.5 top width of dam (ft) 10.0
available volume before cleanout (cy) (34 *DA) 118.0 bottom of basin (ft) 344.0
cleanout elevation (ft) 344.75 approx bottom dimensions: 66'X74'
distance from cleanout to orifice (ft) (> 1') 1.0 upstream face slope: 2:1
downstream face slope: 3:1
dry storage:
dry storage required (cy) (67 *DA) 232.5 baffles: YES
principle spillway crest (ft) 347.0 length of flow, L (ft) 99
dry storage provided at this elevation (cy) 234.35 effective width, We (ft) 53
diameter of dewatering orifice (in) 4.0 L / We (baffles not required if > 2) 1.9
diameter of flexible tubing (in) (orifice +2 ") 6.0
collars: YES
runoff: depth of water at spillway crest (ft) 3.00
C ( use 0.45 for bare earth) 0.6 sloe of upstream face (Z 1) 2 :1
tc (Mn) 7.5 slope of barrel (Sb) 3.13 %
1 2yr 4.60 Q 2yr 9.58 length of barrel in saturated zone (Ls) 20.57'
1 25yr 7.50 Q 25yr 17.18 number collars required 2
dimension of collars 2.9x2.0'
principle spillway:
available head (ft) 10 emergency Will\Aey: YES
diameter riser (in) 24 required capacity (Q25 -Qp) (cfs) 7.60
spillway capacity, Op (cfs) 10 bottom width (ft) 56
diameter trash rack (in) 36 slope of east channel (ft/ft) 25%
barrel length (ft) 112 ininimun length of exit channel (ft) 55
head on barrel through embankment (ft) 11.5 crest of spillway (ft) 348.75
diameter of barrel in 10
Sediment Basin #3 Design
drainage area (acres) 6.34
basin volumes: (using 2' contour intervals)
elevation (ft) contour area (sf) volume (cy)
319.50 4122.0 0
320.00 4450.0 79.4
322.00 5843.0 459.4
324.00 7359.0 947.3
326.00 8980.0 1551.4
vwet storage required (cy) (67 *DA)
dewatering orifice elevation (ft)
wet storage provided at this elevation (cy)
available volume before cleanout (cy) (34 *DA)
cleanout elevation (ft)
distance from cleanout to orifice (ft) (> 1')
dry s
We-
dry storage required (cy) (67 *DA)
principle spillway crest (ft)
dry storage provided at this elevation (cy)
diameter of dewatering orifice (in)
diameter of flexible tubing (in) (orifice+2 ")
runoff:
C (use 0,45 for bare earth)
tc (min)
1 2yr 3.95 Q 2yr
125yr 6.60 Q25yr
Rrincigle illrtvav:
available head (ft)
diameter riser (in)
Spillway capacity, Op (cfs)
diameter trash rack (in)
barrel length (ft)
head on barrel through embankment (ft)
diameter of barrel (in)
MIN. t Wf SPILLWAY CREST OF ENC-
2' WITHOl1T SPILLWAY
DESIGN HIGH WATER
,,(25 -YR- STORM ELEV.)
SEDMEM CLEANOUT POINT
(' WET ' STORAGE REDUCED
TO 34 C.Y. / ACRt)
424.8 design high water (ft)
321.82 top of dam (ft)
424.8 top width of dam (ft)
215.6 bottom of basin (ft)
320.70 approx bottom dimensions:
1.1 upstream face slope:
downstream face slope:
424.8 baffles:
323.75 length of flow, L (ft)
461.8 effective width, We (ft)
5.0 L / We (baffles not required if > 2)
7.0
collars:
depth of water at spillway crest (ft)
0.6 slope of upstream face (Z 1)
11.5 slope of barrel (Sb)
15.03 length of barrel in saturated zone (Ls)
27.62 number collars required
dimension of collars
2.3 ernercg@ncy spillway:
24 required capacity (Q25 -Qp) (cfs)
15.03 bottom width (ft)
36 slope of exist channel (ft/ft)
72 minimun length of exit channel (ft)
8.75 crest of spillway (ft)
15
RISER CREST
DEMTER "r.
324.75
32"6.00
10.0
319.5
4(YX131'
2 :1
3:1
YES
91
79
1.2
YES
4.25
2 :1
1 %
26.56
2
3.3 "X3.3'
YES
12:59
45
25%
40
324 -75
SEDIMENT BASIN #2 DETAIL (SCALE 2"=2o')
SEDIMENT BASIN #2 PROFILE (SCALE 1"=40')
400
TOP OF PROPOSED 024" HDPE RISER STRUCTURE
RISER RIM ELEVATION = 347.00
PROPOSED 010'1 HDPE DAM= 350-00' i
375 -35 i PRO POSEDGRADE
DOUBLE WALL BARREL,-- - - - - -- - -- - - - -- -- - - -- - -- - -T--------------
- - -
112 LF; INVERT IN= 340.00; j EXISTING GRADE
INVERT OUT = 336.50'
350.
' = BASIN FLOOR 21 '
' -- 344• 00'
325 OUTLET PROTECTION
d- 00 00 0) Ln Ln O Ln O LD It
00 n N Ln CO O O 10 N
Ln 00 00 M LD LD It ri o o,
M M M It It 't It Ln � W Ln
M M M M M M M M M M M
o +o0 0 +50
1 +00 1 +50 2 +00 2 +50 2 +75
0
PROPOSED WIDE GRASS INE MERGENCY 1 PROPOSE 024" HDPE R SER Sl' UC URE
RISER RIM ELEVATION = 347.00'
SPILLWAY CREST ELEVATION =348.75' \
PROPOSED VDOT
" #3 COARSE
AGGREGATE OUTLET PROTECTION
w/ GEOTEXTILE FILTER FABRIC'
UNDERLAYMENT (L =16', W1 =6'1 ? M
W2 =18' D =2' MIN.'
) ' w PR POSED �AF S `� co
N 1 ( \ \ +
?V
PROPOSED 010" HDPE _ '
DOUBLE WALL BARREL, ' ;' 66, \. 1 �N
SEDIMENT BASIN #3 DETAIL (SCALEI " =20')
_--- 3
PR POSED VDOT #3
- COARSE AGGREGATE
--
OUTLET PROTECTION w% boo /
GEOTEXTILE FILTER FABRIC
UNDERLAYMENT (L =35', o
-""34O -_ W1 =10_, D =2' MIN.),"
33�
_.._ - -_ --- _ 324 -
330
3 20
PROPOSED BAFFLES ~
_- PROPOSED 24 CL. III C RISER ST UC�
_ -RIS ER RIM ELEVATION= =
23.7
13 "
- - = -- - - - 319.50
6
r
r
2 -
326
10' WIDE TOP OF DAM ELEVATION =326'
'hop VDOT #3 COARSE AGGREGATE OUTLET
ROTECTION w/ GEOTEXTILE FILTER FABRIC o 324 ,%
NDERLAYMENT (L =11', W1= 3.75', W2= 12.25', D =2' MIN.) 0 -- ry f
_ 320 %
"PROPOSED 015" CL. III
RCP BARREL, 72 LF-
INVERT IN= 316.72'; .. � -
_ PROPOSED 45WIDE G2ASS LINED EM
ERGENCY
=�-- SPILLWAY CREST ELEVATION = 324.75
INVERT OUT = 316.00'
,
/
CONTRACTOR SHALL NOT Y % PROPOSED VDOT #3 COARSE AGGREGATE OUTLET
DISTURB WETLANDS (TYP.) PROTECTION w/ GEOTEXTILE FILTER FABRIC
UNDERLAYMENT (L =12', W1= 3.75', W2= 13.25', D =2' MIN.)
v --
....-
OF
0
r�
ZCOTT R. COLLINS---*
U No. 35791
�SSIONAL E��1
Z
O
a
U
0
w
°
Z
O
Ln
w
RY
Z
O w
�a
H °
W
ce
Ln In
O C7%
,-i N
v Ln
U.1 LU
Z
O
a Ln U')
Inc w w
U m m
j � O O
Z a
- 5 �
> Z O O
w U U
r0r Ce.
a a
w w
Ce Ce
Ln Ln
LL, Ln M U1 t0
L9
M
M
07
N
M
d'
I
N
� O �
N
W � ~
Q
Q LU
> W
W �
J � J
J
> U �c
U) N �-
� z
I- 0 a
o U°
J Z
Q Q z°
W31
U 5'
P__4
I Q
U Lij L
W to
U1 W
F- to 06
a
U) W z
0
r
Z W
(- O
c
W 0 V) e.
.j F-
V
vJ
W
F-
0
-
J W W
0
z
w
z
z
U
0 Z
0
N
ti
w a
r
a
s
O w
a U)
JOB NO.
142109 z
SCALE
AS SHOWN t
SHEET NO.
t
6
z
0
U
c
3
a
t
0
y
3
0
c
_o
U
0
c
0
0
V
T:
0
U
Z
G
0
0
SEDIMENT BASIN #3 PROFILE(SCALEI " =4o')
375
PROPOSED 015"
INVERT IN =316
L. III RCP BARREL, 72 LF; TOP OFD; PROPOSED 24" CL. III RCP RISER STRUCTURE
72'; INVERT OUT= 316.00' DAM= 326.00 RISER RIM ELEVATION =323.75'•
350
TING GRADE
325
IMN Mme•
BASIN FLOOR = 319.50'
--- PROPOSED GRADE
300 i OUTLET PROTECTION
0o Oqq rr! oo � rn °, N' Oq
r
q N N N M ri R�YI
M M M M M M M M M
0 +00 0 +50 1 +00 1 +50 2 +00 2 +25
Sediment Basin #2 Design
M. VW ! SPILLWAY CREST OF EMERGENCY
Y WITHOUT SPUWAY
drainage area (acres) 3.47 DESIGN HIGH WATER
basin volumes: (using 2' contour intenats) (25 -YR. STORY ELEV.)
elevation (ft) contour area (sf) volume (cy) 0.s
344,00 3649.0 0
LtlN T O
346.00 4710.0 308.8 r RISE CREST
oRY • sroRACE .� �� RING
348.00 5887.0 700.4
350.00 7174.0 1183.4 •WET • Sm""' E -
SEDIMENT CLEMIOUT POfHT
(' WET ' STORAGE REaIxEo
TO 34 C.Y. / ACRE)
wet storage:
wet storage required (cy) (67 *DA) 232.5 design high wafer (ft) 348.75
dewatering orifice elevation (ft) 345.75 top of dam (ft) 350.00
wet storage provided at this elevation (cy) 269.5 top width of dam (ft) 10.0
available volume before cleanout (cy) (34 *DA) 118.0 bottom of basin (ft) 344.0
cleanout elevation (ft) 344.75 approx bottom dimensions: 66'X74'
distance from cleanout to orifice (ft) (> 1') 1.0 upstream face slope: 2:1
downstream face slope: 3:1
dry storage:
dry storage required (cy) (67 *DA) 232.5 baffles: YES
principle spillway crest (ft) 347.0 length of flow, L (ft) 99
dry storage provided at this elevation (cy) 234.35 effective width, We (ft) 53
diameter of dewatering orifice (in) 4.0 L / We (baffles not required if > 2) 1.9
diameter of flexible tubing (in) (orifice +2 ") 6.0
collars: YES
runoff: depth of water at spillway crest (ft) 3.00
C ( use 0.45 for bare earth) 0.6 sloe of upstream face (Z 1) 2 :1
tc (Mn) 7.5 slope of barrel (Sb) 3.13 %
1 2yr 4.60 Q 2yr 9.58 length of barrel in saturated zone (Ls) 20.57'
1 25yr 7.50 Q 25yr 17.18 number collars required 2
dimension of collars 2.9x2.0'
principle spillway:
available head (ft) 10 emergency Will\Aey: YES
diameter riser (in) 24 required capacity (Q25 -Qp) (cfs) 7.60
spillway capacity, Op (cfs) 10 bottom width (ft) 56
diameter trash rack (in) 36 slope of east channel (ft/ft) 25%
barrel length (ft) 112 ininimun length of exit channel (ft) 55
head on barrel through embankment (ft) 11.5 crest of spillway (ft) 348.75
diameter of barrel in 10
Sediment Basin #3 Design
drainage area (acres) 6.34
basin volumes: (using 2' contour intervals)
elevation (ft) contour area (sf) volume (cy)
319.50 4122.0 0
320.00 4450.0 79.4
322.00 5843.0 459.4
324.00 7359.0 947.3
326.00 8980.0 1551.4
vwet storage required (cy) (67 *DA)
dewatering orifice elevation (ft)
wet storage provided at this elevation (cy)
available volume before cleanout (cy) (34 *DA)
cleanout elevation (ft)
distance from cleanout to orifice (ft) (> 1')
dry s
We-
dry storage required (cy) (67 *DA)
principle spillway crest (ft)
dry storage provided at this elevation (cy)
diameter of dewatering orifice (in)
diameter of flexible tubing (in) (orifice+2 ")
runoff:
C (use 0,45 for bare earth)
tc (min)
1 2yr 3.95 Q 2yr
125yr 6.60 Q25yr
Rrincigle illrtvav:
available head (ft)
diameter riser (in)
Spillway capacity, Op (cfs)
diameter trash rack (in)
barrel length (ft)
head on barrel through embankment (ft)
diameter of barrel (in)
MIN. t Wf SPILLWAY CREST OF ENC-
2' WITHOl1T SPILLWAY
DESIGN HIGH WATER
,,(25 -YR- STORM ELEV.)
SEDMEM CLEANOUT POINT
(' WET ' STORAGE REDUCED
TO 34 C.Y. / ACRt)
424.8 design high water (ft)
321.82 top of dam (ft)
424.8 top width of dam (ft)
215.6 bottom of basin (ft)
320.70 approx bottom dimensions:
1.1 upstream face slope:
downstream face slope:
424.8 baffles:
323.75 length of flow, L (ft)
461.8 effective width, We (ft)
5.0 L / We (baffles not required if > 2)
7.0
collars:
depth of water at spillway crest (ft)
0.6 slope of upstream face (Z 1)
11.5 slope of barrel (Sb)
15.03 length of barrel in saturated zone (Ls)
27.62 number collars required
dimension of collars
2.3 ernercg@ncy spillway:
24 required capacity (Q25 -Qp) (cfs)
15.03 bottom width (ft)
36 slope of exist channel (ft/ft)
72 minimun length of exit channel (ft)
8.75 crest of spillway (ft)
15
RISER CREST
DEMTER "r.
324.75
32"6.00
10.0
319.5
4(YX131'
2 :1
3:1
YES
91
79
1.2
YES
4.25
2 :1
1 %
26.56
2
3.3 "X3.3'
YES
12:59
45
25%
40
324 -75
SEDIMENT BASIN #2 DETAIL (SCALE 2"=2o')
SEDIMENT BASIN #2 PROFILE (SCALE 1"=40')
400
TOP OF PROPOSED 024" HDPE RISER STRUCTURE
RISER RIM ELEVATION = 347.00
PROPOSED 010'1 HDPE DAM= 350-00' i
375 -35 i PRO POSEDGRADE
DOUBLE WALL BARREL,-- - - - - -- - -- - - - -- -- - - -- - -- - -T--------------
- - -
112 LF; INVERT IN= 340.00; j EXISTING GRADE
INVERT OUT = 336.50'
350.
' = BASIN FLOOR 21 '
' -- 344• 00'
325 OUTLET PROTECTION
d- 00 00 0) Ln Ln O Ln O LD It
00 n N Ln CO O O 10 N
Ln 00 00 M LD LD It ri o o,
M M M It It 't It Ln � W Ln
M M M M M M M M M M M
o +o0 0 +50
1 +00 1 +50 2 +00 2 +50 2 +75
0
PROPOSED WIDE GRASS INE MERGENCY 1 PROPOSE 024" HDPE R SER Sl' UC URE
RISER RIM ELEVATION = 347.00'
SPILLWAY CREST ELEVATION =348.75' \
PROPOSED VDOT
" #3 COARSE
AGGREGATE OUTLET PROTECTION
w/ GEOTEXTILE FILTER FABRIC'
UNDERLAYMENT (L =16', W1 =6'1 ? M
W2 =18' D =2' MIN.'
) ' w PR POSED �AF S `� co
N 1 ( \ \ +
?V
PROPOSED 010" HDPE _ '
DOUBLE WALL BARREL, ' ;' 66, \. 1 �N
SEDIMENT BASIN #3 DETAIL (SCALEI " =20')
_--- 3
PR POSED VDOT #3
- COARSE AGGREGATE
--
OUTLET PROTECTION w% boo /
GEOTEXTILE FILTER FABRIC
UNDERLAYMENT (L =35', o
-""34O -_ W1 =10_, D =2' MIN.),"
33�
_.._ - -_ --- _ 324 -
330
3 20
PROPOSED BAFFLES ~
_- PROPOSED 24 CL. III C RISER ST UC�
_ -RIS ER RIM ELEVATION= =
23.7
13 "
- - = -- - - - 319.50
6
r
r
2 -
326
10' WIDE TOP OF DAM ELEVATION =326'
'hop VDOT #3 COARSE AGGREGATE OUTLET
ROTECTION w/ GEOTEXTILE FILTER FABRIC o 324 ,%
NDERLAYMENT (L =11', W1= 3.75', W2= 12.25', D =2' MIN.) 0 -- ry f
_ 320 %
"PROPOSED 015" CL. III
RCP BARREL, 72 LF-
INVERT IN= 316.72'; .. � -
_ PROPOSED 45WIDE G2ASS LINED EM
ERGENCY
=�-- SPILLWAY CREST ELEVATION = 324.75
INVERT OUT = 316.00'
,
/
CONTRACTOR SHALL NOT Y % PROPOSED VDOT #3 COARSE AGGREGATE OUTLET
DISTURB WETLANDS (TYP.) PROTECTION w/ GEOTEXTILE FILTER FABRIC
UNDERLAYMENT (L =12', W1= 3.75', W2= 13.25', D =2' MIN.)
v --
....-
OF
0
r�
ZCOTT R. COLLINS---*
U No. 35791
�SSIONAL E��1
Z
O
a
U
0
w
°
Z
O
Ln
w
RY
Z
O w
�a
H °
W
ce
Ln In
O C7%
,-i N
v Ln
U.1 LU
Z
O
a Ln U')
Inc w w
U m m
j � O O
Z a
- 5 �
> Z O O
w U U
r0r Ce.
a a
w w
Ce Ce
Ln Ln
LL, Ln M U1 t0
L9
M
M
07
N
M
d'
I
N
� O �
N
W � ~
Q
Q LU
> W
W �
J � J
J
> U �c
U) N �-
� z
I- 0 a
o U°
J Z
Q Q z°
W31
U 5'
P__4
I Q
U Lij L
W to
U1 W
F- to 06
a
U) W z
0
r
Z W
(- O
c
W 0 V) e.
.j F-
V
vJ
W
F-
0
-
J W W
0
z
w
z
z
U
0 Z
0
N
ti
w a
r
a
s
O w
a U)
JOB NO.
142109 z
SCALE
AS SHOWN t
SHEET NO.
t
6
z
0
U
c
3
a
t
0
y
3
0
c
_o
U
0
c
0
0
V
T:
0
U
Z
G
0
0
Sediment Basin #3 Design
drainage area (acres) 6.34
basin volumes: (using 2' contour intervals)
elevation (ft) contour area (sf) volume (cy)
319.50 4122.0 0
320.00 4450.0 79.4
322.00 5843.0 459.4
324.00 7359.0 947.3
326.00 8980.0 1551.4
vwet storage required (cy) (67 *DA)
dewatering orifice elevation (ft)
wet storage provided at this elevation (cy)
available volume before cleanout (cy) (34 *DA)
cleanout elevation (ft)
distance from cleanout to orifice (ft) (> 1')
dry s
We-
dry storage required (cy) (67 *DA)
principle spillway crest (ft)
dry storage provided at this elevation (cy)
diameter of dewatering orifice (in)
diameter of flexible tubing (in) (orifice+2 ")
runoff:
C (use 0,45 for bare earth)
tc (min)
1 2yr 3.95 Q 2yr
125yr 6.60 Q25yr
Rrincigle illrtvav:
available head (ft)
diameter riser (in)
Spillway capacity, Op (cfs)
diameter trash rack (in)
barrel length (ft)
head on barrel through embankment (ft)
diameter of barrel (in)
MIN. t Wf SPILLWAY CREST OF ENC-
2' WITHOl1T SPILLWAY
DESIGN HIGH WATER
,,(25 -YR- STORM ELEV.)
SEDMEM CLEANOUT POINT
(' WET ' STORAGE REDUCED
TO 34 C.Y. / ACRt)
424.8 design high water (ft)
321.82 top of dam (ft)
424.8 top width of dam (ft)
215.6 bottom of basin (ft)
320.70 approx bottom dimensions:
1.1 upstream face slope:
downstream face slope:
424.8 baffles:
323.75 length of flow, L (ft)
461.8 effective width, We (ft)
5.0 L / We (baffles not required if > 2)
7.0
collars:
depth of water at spillway crest (ft)
0.6 slope of upstream face (Z 1)
11.5 slope of barrel (Sb)
15.03 length of barrel in saturated zone (Ls)
27.62 number collars required
dimension of collars
2.3 ernercg@ncy spillway:
24 required capacity (Q25 -Qp) (cfs)
15.03 bottom width (ft)
36 slope of exist channel (ft/ft)
72 minimun length of exit channel (ft)
8.75 crest of spillway (ft)
15
RISER CREST
DEMTER "r.
324.75
32"6.00
10.0
319.5
4(YX131'
2 :1
3:1
YES
91
79
1.2
YES
4.25
2 :1
1 %
26.56
2
3.3 "X3.3'
YES
12:59
45
25%
40
324 -75
SEDIMENT BASIN #2 DETAIL (SCALE 2"=2o')
SEDIMENT BASIN #2 PROFILE (SCALE 1"=40')
400
TOP OF PROPOSED 024" HDPE RISER STRUCTURE
RISER RIM ELEVATION = 347.00
PROPOSED 010'1 HDPE DAM= 350-00' i
375 -35 i PRO POSEDGRADE
DOUBLE WALL BARREL,-- - - - - -- - -- - - - -- -- - - -- - -- - -T--------------
- - -
112 LF; INVERT IN= 340.00; j EXISTING GRADE
INVERT OUT = 336.50'
350.
' = BASIN FLOOR 21 '
' -- 344• 00'
325 OUTLET PROTECTION
d- 00 00 0) Ln Ln O Ln O LD It
00 n N Ln CO O O 10 N
Ln 00 00 M LD LD It ri o o,
M M M It It 't It Ln � W Ln
M M M M M M M M M M M
o +o0 0 +50
1 +00 1 +50 2 +00 2 +50 2 +75
0
PROPOSED WIDE GRASS INE MERGENCY 1 PROPOSE 024" HDPE R SER Sl' UC URE
RISER RIM ELEVATION = 347.00'
SPILLWAY CREST ELEVATION =348.75' \
PROPOSED VDOT
" #3 COARSE
AGGREGATE OUTLET PROTECTION
w/ GEOTEXTILE FILTER FABRIC'
UNDERLAYMENT (L =16', W1 =6'1 ? M
W2 =18' D =2' MIN.'
) ' w PR POSED �AF S `� co
N 1 ( \ \ +
?V
PROPOSED 010" HDPE _ '
DOUBLE WALL BARREL, ' ;' 66, \. 1 �N
SEDIMENT BASIN #3 DETAIL (SCALEI " =20')
_--- 3
PR POSED VDOT #3
- COARSE AGGREGATE
--
OUTLET PROTECTION w% boo /
GEOTEXTILE FILTER FABRIC
UNDERLAYMENT (L =35', o
-""34O -_ W1 =10_, D =2' MIN.),"
33�
_.._ - -_ --- _ 324 -
330
3 20
PROPOSED BAFFLES ~
_- PROPOSED 24 CL. III C RISER ST UC�
_ -RIS ER RIM ELEVATION= =
23.7
13 "
- - = -- - - - 319.50
6
r
r
2 -
326
10' WIDE TOP OF DAM ELEVATION =326'
'hop VDOT #3 COARSE AGGREGATE OUTLET
ROTECTION w/ GEOTEXTILE FILTER FABRIC o 324 ,%
NDERLAYMENT (L =11', W1= 3.75', W2= 12.25', D =2' MIN.) 0 -- ry f
_ 320 %
"PROPOSED 015" CL. III
RCP BARREL, 72 LF-
INVERT IN= 316.72'; .. � -
_ PROPOSED 45WIDE G2ASS LINED EM
ERGENCY
=�-- SPILLWAY CREST ELEVATION = 324.75
INVERT OUT = 316.00'
,
/
CONTRACTOR SHALL NOT Y % PROPOSED VDOT #3 COARSE AGGREGATE OUTLET
DISTURB WETLANDS (TYP.) PROTECTION w/ GEOTEXTILE FILTER FABRIC
UNDERLAYMENT (L =12', W1= 3.75', W2= 13.25', D =2' MIN.)
v --
....-
OF
0
r�
ZCOTT R. COLLINS---*
U No. 35791
�SSIONAL E��1
Z
O
a
U
0
w
°
Z
O
Ln
w
RY
Z
O w
�a
H °
W
ce
Ln In
O C7%
,-i N
v Ln
U.1 LU
Z
O
a Ln U')
Inc w w
U m m
j � O O
Z a
- 5 �
> Z O O
w U U
r0r Ce.
a a
w w
Ce Ce
Ln Ln
LL, Ln M U1 t0
L9
M
M
07
N
M
d'
I
N
� O �
N
W � ~
Q
Q LU
> W
W �
J � J
J
> U �c
U) N �-
� z
I- 0 a
o U°
J Z
Q Q z°
W31
U 5'
P__4
I Q
U Lij L
W to
U1 W
F- to 06
a
U) W z
0
r
Z W
(- O
c
W 0 V) e.
.j F-
V
vJ
W
F-
0
-
J W W
0
z
w
z
z
U
0 Z
0
N
ti
w a
r
a
s
O w
a U)
JOB NO.
142109 z
SCALE
AS SHOWN t
SHEET NO.
t
6
z
0
U
c
3
a
t
0
y
3
0
c
_o
U
0
c
0
0
V
T:
0
U
Z
G
0
0
vwet storage required (cy) (67 *DA)
dewatering orifice elevation (ft)
wet storage provided at this elevation (cy)
available volume before cleanout (cy) (34 *DA)
cleanout elevation (ft)
distance from cleanout to orifice (ft) (> 1')
dry s
We-
dry storage required (cy) (67 *DA)
principle spillway crest (ft)
dry storage provided at this elevation (cy)
diameter of dewatering orifice (in)
diameter of flexible tubing (in) (orifice+2 ")
runoff:
C (use 0,45 for bare earth)
tc (min)
1 2yr 3.95 Q 2yr
125yr 6.60 Q25yr
Rrincigle illrtvav:
available head (ft)
diameter riser (in)
Spillway capacity, Op (cfs)
diameter trash rack (in)
barrel length (ft)
head on barrel through embankment (ft)
diameter of barrel (in)
MIN. t Wf SPILLWAY CREST OF ENC-
2' WITHOl1T SPILLWAY
DESIGN HIGH WATER
,,(25 -YR- STORM ELEV.)
SEDMEM CLEANOUT POINT
(' WET ' STORAGE REDUCED
TO 34 C.Y. / ACRt)
424.8 design high water (ft)
321.82 top of dam (ft)
424.8 top width of dam (ft)
215.6 bottom of basin (ft)
320.70 approx bottom dimensions:
1.1 upstream face slope:
downstream face slope:
424.8 baffles:
323.75 length of flow, L (ft)
461.8 effective width, We (ft)
5.0 L / We (baffles not required if > 2)
7.0
collars:
depth of water at spillway crest (ft)
0.6 slope of upstream face (Z 1)
11.5 slope of barrel (Sb)
15.03 length of barrel in saturated zone (Ls)
27.62 number collars required
dimension of collars
2.3 ernercg@ncy spillway:
24 required capacity (Q25 -Qp) (cfs)
15.03 bottom width (ft)
36 slope of exist channel (ft/ft)
72 minimun length of exit channel (ft)
8.75 crest of spillway (ft)
15
RISER CREST
DEMTER "r.
324.75
32"6.00
10.0
319.5
4(YX131'
2 :1
3:1
YES
91
79
1.2
YES
4.25
2 :1
1 %
26.56
2
3.3 "X3.3'
YES
12:59
45
25%
40
324 -75
SEDIMENT BASIN #2 DETAIL (SCALE 2"=2o')
SEDIMENT BASIN #2 PROFILE (SCALE 1"=40')
400
TOP OF PROPOSED 024" HDPE RISER STRUCTURE
RISER RIM ELEVATION = 347.00
PROPOSED 010'1 HDPE DAM= 350-00' i
375 -35 i PRO POSEDGRADE
DOUBLE WALL BARREL,-- - - - - -- - -- - - - -- -- - - -- - -- - -T--------------
- - -
112 LF; INVERT IN= 340.00; j EXISTING GRADE
INVERT OUT = 336.50'
350.
' = BASIN FLOOR 21 '
' -- 344• 00'
325 OUTLET PROTECTION
d- 00 00 0) Ln Ln O Ln O LD It
00 n N Ln CO O O 10 N
Ln 00 00 M LD LD It ri o o,
M M M It It 't It Ln � W Ln
M M M M M M M M M M M
o +o0 0 +50
1 +00 1 +50 2 +00 2 +50 2 +75
0
PROPOSED WIDE GRASS INE MERGENCY 1 PROPOSE 024" HDPE R SER Sl' UC URE
RISER RIM ELEVATION = 347.00'
SPILLWAY CREST ELEVATION =348.75' \
PROPOSED VDOT
" #3 COARSE
AGGREGATE OUTLET PROTECTION
w/ GEOTEXTILE FILTER FABRIC'
UNDERLAYMENT (L =16', W1 =6'1 ? M
W2 =18' D =2' MIN.'
) ' w PR POSED �AF S `� co
N 1 ( \ \ +
?V
PROPOSED 010" HDPE _ '
DOUBLE WALL BARREL, ' ;' 66, \. 1 �N
SEDIMENT BASIN #3 DETAIL (SCALEI " =20')
_--- 3
PR POSED VDOT #3
- COARSE AGGREGATE
--
OUTLET PROTECTION w% boo /
GEOTEXTILE FILTER FABRIC
UNDERLAYMENT (L =35', o
-""34O -_ W1 =10_, D =2' MIN.),"
33�
_.._ - -_ --- _ 324 -
330
3 20
PROPOSED BAFFLES ~
_- PROPOSED 24 CL. III C RISER ST UC�
_ -RIS ER RIM ELEVATION= =
23.7
13 "
- - = -- - - - 319.50
6
r
r
2 -
326
10' WIDE TOP OF DAM ELEVATION =326'
'hop VDOT #3 COARSE AGGREGATE OUTLET
ROTECTION w/ GEOTEXTILE FILTER FABRIC o 324 ,%
NDERLAYMENT (L =11', W1= 3.75', W2= 12.25', D =2' MIN.) 0 -- ry f
_ 320 %
"PROPOSED 015" CL. III
RCP BARREL, 72 LF-
INVERT IN= 316.72'; .. � -
_ PROPOSED 45WIDE G2ASS LINED EM
ERGENCY
=�-- SPILLWAY CREST ELEVATION = 324.75
INVERT OUT = 316.00'
,
/
CONTRACTOR SHALL NOT Y % PROPOSED VDOT #3 COARSE AGGREGATE OUTLET
DISTURB WETLANDS (TYP.) PROTECTION w/ GEOTEXTILE FILTER FABRIC
UNDERLAYMENT (L =12', W1= 3.75', W2= 13.25', D =2' MIN.)
v --
....-
OF
0
r�
ZCOTT R. COLLINS---*
U No. 35791
�SSIONAL E��1
Z
O
a
U
0
w
°
Z
O
Ln
w
RY
Z
O w
�a
H °
W
ce
Ln In
O C7%
,-i N
v Ln
U.1 LU
Z
O
a Ln U')
Inc w w
U m m
j � O O
Z a
- 5 �
> Z O O
w U U
r0r Ce.
a a
w w
Ce Ce
Ln Ln
LL, Ln M U1 t0
L9
M
M
07
N
M
d'
I
N
� O �
N
W � ~
Q
Q LU
> W
W �
J � J
J
> U �c
U) N �-
� z
I- 0 a
o U°
J Z
Q Q z°
W31
U 5'
P__4
I Q
U Lij L
W to
U1 W
F- to 06
a
U) W z
0
r
Z W
(- O
c
W 0 V) e.
.j F-
V
vJ
W
F-
0
-
J W W
0
z
w
z
z
U
0 Z
0
N
ti
w a
r
a
s
O w
a U)
JOB NO.
142109 z
SCALE
AS SHOWN t
SHEET NO.
t
6
z
0
U
c
3
a
t
0
y
3
0
c
_o
U
0
c
0
0
V
T:
0
U
Z
G
0
0
RISER CREST
DEMTER "r.
324.75
32"6.00
10.0
319.5
4(YX131'
2 :1
3:1
YES
91
79
1.2
YES
4.25
2 :1
1 %
26.56
2
3.3 "X3.3'
YES
12:59
45
25%
40
324 -75
SEDIMENT BASIN #2 DETAIL (SCALE 2"=2o')
SEDIMENT BASIN #2 PROFILE (SCALE 1"=40')
400
TOP OF PROPOSED 024" HDPE RISER STRUCTURE
RISER RIM ELEVATION = 347.00
PROPOSED 010'1 HDPE DAM= 350-00' i
375 -35 i PRO POSEDGRADE
DOUBLE WALL BARREL,-- - - - - -- - -- - - - -- -- - - -- - -- - -T--------------
- - -
112 LF; INVERT IN= 340.00; j EXISTING GRADE
INVERT OUT = 336.50'
350.
' = BASIN FLOOR 21 '
' -- 344• 00'
325 OUTLET PROTECTION
d- 00 00 0) Ln Ln O Ln O LD It
00 n N Ln CO O O 10 N
Ln 00 00 M LD LD It ri o o,
M M M It It 't It Ln � W Ln
M M M M M M M M M M M
o +o0 0 +50
1 +00 1 +50 2 +00 2 +50 2 +75
0
PROPOSED WIDE GRASS INE MERGENCY 1 PROPOSE 024" HDPE R SER Sl' UC URE
RISER RIM ELEVATION = 347.00'
SPILLWAY CREST ELEVATION =348.75' \
PROPOSED VDOT
" #3 COARSE
AGGREGATE OUTLET PROTECTION
w/ GEOTEXTILE FILTER FABRIC'
UNDERLAYMENT (L =16', W1 =6'1 ? M
W2 =18' D =2' MIN.'
) ' w PR POSED �AF S `� co
N 1 ( \ \ +
?V
PROPOSED 010" HDPE _ '
DOUBLE WALL BARREL, ' ;' 66, \. 1 �N
SEDIMENT BASIN #3 DETAIL (SCALEI " =20')
_--- 3
PR POSED VDOT #3
- COARSE AGGREGATE
--
OUTLET PROTECTION w% boo /
GEOTEXTILE FILTER FABRIC
UNDERLAYMENT (L =35', o
-""34O -_ W1 =10_, D =2' MIN.),"
33�
_.._ - -_ --- _ 324 -
330
3 20
PROPOSED BAFFLES ~
_- PROPOSED 24 CL. III C RISER ST UC�
_ -RIS ER RIM ELEVATION= =
23.7
13 "
- - = -- - - - 319.50
6
r
r
2 -
326
10' WIDE TOP OF DAM ELEVATION =326'
'hop VDOT #3 COARSE AGGREGATE OUTLET
ROTECTION w/ GEOTEXTILE FILTER FABRIC o 324 ,%
NDERLAYMENT (L =11', W1= 3.75', W2= 12.25', D =2' MIN.) 0 -- ry f
_ 320 %
"PROPOSED 015" CL. III
RCP BARREL, 72 LF-
INVERT IN= 316.72'; .. � -
_ PROPOSED 45WIDE G2ASS LINED EM
ERGENCY
=�-- SPILLWAY CREST ELEVATION = 324.75
INVERT OUT = 316.00'
,
/
CONTRACTOR SHALL NOT Y % PROPOSED VDOT #3 COARSE AGGREGATE OUTLET
DISTURB WETLANDS (TYP.) PROTECTION w/ GEOTEXTILE FILTER FABRIC
UNDERLAYMENT (L =12', W1= 3.75', W2= 13.25', D =2' MIN.)
v --
....-
OF
0
r�
ZCOTT R. COLLINS---*
U No. 35791
�SSIONAL E��1
Z
O
a
U
0
w
°
Z
O
Ln
w
RY
Z
O w
�a
H °
W
ce
Ln In
O C7%
,-i N
v Ln
U.1 LU
Z
O
a Ln U')
Inc w w
U m m
j � O O
Z a
- 5 �
> Z O O
w U U
r0r Ce.
a a
w w
Ce Ce
Ln Ln
LL, Ln M U1 t0
L9
M
M
07
N
M
d'
I
N
� O �
N
W � ~
Q
Q LU
> W
W �
J � J
J
> U �c
U) N �-
� z
I- 0 a
o U°
J Z
Q Q z°
W31
U 5'
P__4
I Q
U Lij L
W to
U1 W
F- to 06
a
U) W z
0
r
Z W
(- O
c
W 0 V) e.
.j F-
V
vJ
W
F-
0
-
J W W
0
z
w
z
z
U
0 Z
0
N
ti
w a
r
a
s
O w
a U)
JOB NO.
142109 z
SCALE
AS SHOWN t
SHEET NO.
t
6
z
0
U
c
3
a
t
0
y
3
0
c
_o
U
0
c
0
0
V
T:
0
U
Z
G
0
0
o +o0 0 +50
1 +00 1 +50 2 +00 2 +50 2 +75
0
PROPOSED WIDE GRASS INE MERGENCY 1 PROPOSE 024" HDPE R SER Sl' UC URE
RISER RIM ELEVATION = 347.00'
SPILLWAY CREST ELEVATION =348.75' \
PROPOSED VDOT
" #3 COARSE
AGGREGATE OUTLET PROTECTION
w/ GEOTEXTILE FILTER FABRIC'
UNDERLAYMENT (L =16', W1 =6'1 ? M
W2 =18' D =2' MIN.'
) ' w PR POSED �AF S `� co
N 1 ( \ \ +
?V
PROPOSED 010" HDPE _ '
DOUBLE WALL BARREL, ' ;' 66, \. 1 �N
SEDIMENT BASIN #3 DETAIL (SCALEI " =20')
_--- 3
PR POSED VDOT #3
- COARSE AGGREGATE
--
OUTLET PROTECTION w% boo /
GEOTEXTILE FILTER FABRIC
UNDERLAYMENT (L =35', o
-""34O -_ W1 =10_, D =2' MIN.),"
33�
_.._ - -_ --- _ 324 -
330
3 20
PROPOSED BAFFLES ~
_- PROPOSED 24 CL. III C RISER ST UC�
_ -RIS ER RIM ELEVATION= =
23.7
13 "
- - = -- - - - 319.50
6
r
r
2 -
326
10' WIDE TOP OF DAM ELEVATION =326'
'hop VDOT #3 COARSE AGGREGATE OUTLET
ROTECTION w/ GEOTEXTILE FILTER FABRIC o 324 ,%
NDERLAYMENT (L =11', W1= 3.75', W2= 12.25', D =2' MIN.) 0 -- ry f
_ 320 %
"PROPOSED 015" CL. III
RCP BARREL, 72 LF-
INVERT IN= 316.72'; .. � -
_ PROPOSED 45WIDE G2ASS LINED EM
ERGENCY
=�-- SPILLWAY CREST ELEVATION = 324.75
INVERT OUT = 316.00'
,
/
CONTRACTOR SHALL NOT Y % PROPOSED VDOT #3 COARSE AGGREGATE OUTLET
DISTURB WETLANDS (TYP.) PROTECTION w/ GEOTEXTILE FILTER FABRIC
UNDERLAYMENT (L =12', W1= 3.75', W2= 13.25', D =2' MIN.)
v --
....-
OF
0
r�
ZCOTT R. COLLINS---*
U No. 35791
�SSIONAL E��1
Z
O
a
U
0
w
°
Z
O
Ln
w
RY
Z
O w
�a
H °
W
ce
Ln In
O C7%
,-i N
v Ln
U.1 LU
Z
O
a Ln U')
Inc w w
U m m
j � O O
Z a
- 5 �
> Z O O
w U U
r0r Ce.
a a
w w
Ce Ce
Ln Ln
LL, Ln M U1 t0
L9
M
M
07
N
M
d'
I
N
� O �
N
W � ~
Q
Q LU
> W
W �
J � J
J
> U �c
U) N �-
� z
I- 0 a
o U°
J Z
Q Q z°
W31
U 5'
P__4
I Q
U Lij L
W to
U1 W
F- to 06
a
U) W z
0
r
Z W
(- O
c
W 0 V) e.
.j F-
V
vJ
W
F-
0
-
J W W
0
z
w
z
z
U
0 Z
0
N
ti
w a
r
a
s
O w
a U)
JOB NO.
142109 z
SCALE
AS SHOWN t
SHEET NO.
t
6
z
0
U
c
3
a
t
0
y
3
0
c
_o
U
0
c
0
0
V
T:
0
U
Z
G
0
0
C7
0
m
cl� 1�
0
0
I
O
O
O
O
O
0
WE
Yj
O
Watershed Summary
Pre - Development Post- Development
rnl Tr hrc 1 -VAar i -YQar in_Year Area CN Tc. hrs. 1 -Year 2 -Year 10 -Year
Subarea A
4.92 ac.
83.5
0.22
2.24 cfs
5.37 cfs
12.52 cfs
Subarea B
6.13 ac. 77.0 0.24 9.93 cfs 10.98 cfs 22.50 cfs
1.7 ac.
79.0
0.16
3.54 cfs
3.90 cfs
7.73 cfs
Subarea C
3.67 ac.
81.6
0.21
4.03 cfs
4.92 cfs
7.34 cfs
Subarea D
14.38 ac. 77.1 0.25 22.61 cfs 24.97 cfs 51.18 cfs
3.36 ac.
85.5
0.18
0.41 cfs
3.14 cfs
11.96 cfs
Subarea E
1 8.25 ac.
79.4
0.25
14.37 cfs
15.80 cfs
31.42 cfs
Subarea F
11.11 ac. 77.5 0.25 17.75 cfs 19.60 cfs 39.97 cfs
1 9.72 ac.
78.9
0.25
16.55 cfs
18.21 cfs
36.46 cfs
o SCOTT R. COLLINS-Z'
�J No. 35791 y
1
z
O
o�
c}
W
0
z
O
,r
� �
o rn
� n
Qcq
LU
Ln
f LU Uj
CD
O O
z O O
U
U
w w
CL a
W W
W W
0� &_
FILL SHALL BE PROCTOR MAXIMUM DRY DENSITY ASTM D6 8. _....... _: <..:, , ...: Q.. LO Lo Uj
SOIL COMPACTED 9 .�. a r l,>r T �� _ �� _ ,. . � . _ � . •• ... _ - � W �
.. ......
R INDEX OF BETWEEN so & o OR BETWEEN AND a ,..., .1(" .J,.:. � _ ,,:..:: r ,- - _ ....... ,.
FILTER MEDIA SHALL BE SUPPLIED BY VENDOR &TESTED FOR ACCEPTABLE PHOSPHOROUS 3 7 _., f /,..,., ... J, ;. ; . _ , , , , ..> ... .....::.. . .. . .: ... �: ;- . " ...........�. - ,._ ---- - - _
.... _ ,-
m k OF PHOSPHOROUS. Z s . , >,:. r _.: , .. ........ � •. � ..... -' - -' - -" _., ,. ." _ _,. � . � �:,' �
to tp
_ rn TCf] CADDII' ,. .. IAI \AlIf1TlJ CLJAI i Qr of nr•rn ❑ci n\ni oce coevcl nvGR I InInGRnRAIN PIPIN(.' FII TFR FARRI(' SNAI I NC1T FXTFNII RFY(1N1� � .-� __.._.._..3 f. _l:l . ! �.::� i..,Y..�L.s. r._._�.._.fi . f ..� -__7 �,....:::r.; j � -: >. -r 1 ..:..f >;�r :..::. �, -• ®� �. - - -'- ��- � . ". - / 1 .,9' � i I ��\ _ ��... � � � E:31 �_ . -_ I � �'�1
7�
_
cy) �My�
_ v"J
N z
z
Uc\j
00
U N z
N W
Q 2: 7 ' c�
W Q
z
_> U Q
N �
w
E-- �S/ w
Q 0
z?2
O �L
uU '-' o t
w W z -
Uj
V / 3
W o
z w wti
0 w > -
T W
U) ' T
C
E-- Z V)
z
J � '.0 -Z
Q � Z
w
o -
N '
ll
ct
Q
W
tu-
J �
a
W
n
W v
JOB NO.
142109
SCALE
1 " -60'
C
C
C
V
SHEET NO.
8 e
a
L
c
r�
v
N
0
0
c
0
v
N
C
N
N
c
3
---- ---- / '/ ' \ / \ \ \
uj V-4
01 m
uj
Cie w
mm
a- c.
In a
Z
4�
0 2:
LU
CL 0
o
Fill --4 F- IL,
LU
CL
uj
LLI
JOB NO,
SCALE
SHEET NO.
�
�
�
�
�
s
�
�
°
�
=
�
�
�
5
a
^
3
e
�
�
~
�
�
�
�
�
�
BIORETENTION BASIN 'A' (SCALE V =20') - �-" - �_` - - M '- ~~ - /
_ - -- _ -- _ - �_ _ ___ ._ - l
....... _ _ 1"�, �. ___ ___-' - -.. -.- /FACILITY SIDE SLOPES i r
- _ �: _ - -- -•--SHALL BE MULCHED WITH - -•_ r,.�' \ ,
'_
i�'.. ... - ---� JUNIPER PLANTt1�S / l ! / I
._ --- __
_ ... -- - -- -TYPICAL. I C
_- ......... _ - _- -- _ T �k0 , kll -� _ - / % i t
_ _
CONTRACTOR SHALL INSTALL A 42" TALL (MIN.) FENCE \ _ ED VARIABLE WI / `" __ ,
_WrtH WARNING SIGNS AROUND -THE PERIMETER OF - SWM & ACCESS EASEMENT LS 1,)
THE 2:1 DE CELL GRADES ASS�IATE9 -.. _ G _ -
SWiPhF ILITY A T D UFtAGE TRESPAS IN . A 10' ... z ' ;,,` _. - l o }
�C 0 I= S G - -. LS y �
WIDE LEVEL GRADED EARTHEN - ACCESS ROAD SHALL ' "" � � ALIGNME T P.) AR 1 �,
BE MAINTAINED -FQR ACCESS TO THE FACILITY Y: r �� ' ' 7 / `,,
---- -- - #k � / 1. -! -_- _ n ti
r
PROPOSE>3-024" CL. III R�CP-RiSER STRUCTURE. ._ - � f' • "`�` `' �--_ � . ; ;� � y „s
RISER RIM ELEVATION= 75' w/ A LOW- _ # "` j� - � \
" -333 c _ _ - _ fiL, , r
`iB•io_ ORIFICE INVERT ELEVATION - 26.00 I I \
ION
_
10 WID�GRADED EARTHEN ACCESS °;a; '. /
___ROAD. MAX. 2o% LONGiTUDINAL __
__,
-- ~
:_. StOPE_$Lz9b CRO55 SLOPE -- ____ . _ . _ ._, __ _ - _ .: ,^ ` °'�. /
�' PROPOSED �PRAP OUTLET PROTf~CTION TO
___ - -. _.._y
OF SPILLW Y : - _ / : `
EDGE A (TYP) - :..;, ` r , , •. :'' , ', .. , : REDUCE RISK OFS000R. PROPOSEQ
C FORERAYTO PROVIDE ADDITIONAL
R THE T UPLAND OF FILTER MEDIA
y
t
L IA
-.. - ti' :< . ' f / MIX. RO PLAN FOR RIPRAP D
-- ._ .� 5 E.SIGN.
_. I 11 -
PROP05ED 01 CLA RCP BARREL - - :f%t3 f) -- °
8 LFS INVERT IN= z .00" INVE T
11 11. - ` A\ (1) r
DD
4 3 4 ,
A_
-� \ �'
BUT= 22.00
j. .
3 - _ - _ .. ... ......... . 11 _.. z IaPV DE FOR AY T(�P OF D
A`M\
�''r , LEVATION =34' w15' WIDE FOREBAY,,-'
_ :; ,AM CRFPT ELEVATION =34� -
_ _ j� +,,�
�.
_� . �100sf) �' ` , ,/ / \�x "/ "
___ _
` - / / I/ I'll
e
°-'"� / _, - -'' -- "� � ,-_. ...' _ . "' r �,-`' . � 6 "SCHEDULE 4o PERFORATED PVC UNDERDRAINS,1o' ,
\. "� 7.'.'. „.:. I)'. '..'.. MAXIMUM SPACING WITH CLEANOUTS, SHALL BE INSTALLED
-- - ' '" r ' j THROUGHOUT THE BIOFILTER5 IN THE LOWER STONE LAYER.
...... ...,- -.....
:l
- _ _ - - " r _ "- j / UNDERDRAINS SHALL BE SLOPED TO DRAIN TO THE RISER ,`'
_ ___
- ' "" _ ' "` PROP135E0 SOT #3 COARSE AGGREGATE - � _ -- _ r -- l - STRUCTURE OR TO DAYLIGHT INTO THE DETENTION CELL & ��
- - ` ~'r --' "`OUTLET PROTECTION / GE"EXTME FILTER _- _.-
- - '- ~ yn °f SHALL HAVE A 12" STONE SUMP LOCATED BELOW THE
FABR. If liNBERLAYMENTT,(L -6 ,-W3 =3.75'; " - /
.�•-`" .- � INVERTOFTHEUNDERDRA) ,, !
-- W2 =7.25', 0=2' MIN.) _---- � /`
f " -- PROPOSED LEVEL 1 BIORETENTION BASIN TO PROVIDE '
_ _ 1 ,� -"' �" ` PROPOSED 6o WIDE GRASS =�� - �_1- - WATER QUALITY TREATMENT. 30' WIDE SPILLWAY CREST ,/' ` r"'
C11VED EMERGENCY SPILLWAY - %-- ELEVATION= WEIR CREST IS 12" ABOVE BIOFILTER TOP
�,.s . " --"' `' _ --- .-= � 10' WIRE TOE^OF DAM Y•
33
- - "` CREST ELEVATION= 334.75' " " - " LAYER, CREATING A MAXIMUM PONDING DEPTH OF 1z ". z ,111 -.
._.. - -- ,._�_._ ..,_ -- ELEVATION = 336'.•, ---"r
_ - - `' - - " __' WEIR TO OUTFALL INTO DOWNSTREAM DETENTION CELL , -- °
_ -_„ _ " - -- - (RIM =336', FLOOR =326') FOR QUANTITY CONTROL /r �•� '� a
' J _ PROPOSED 10W OW IMPACT °' r !' ' ! /
`'�_ 1--- - TRAILALIGNMEN r '� ' ° /
EXTENDED DETENTION BASIN 'C' (SCALE 1" =20') , `- I i I - \ I
I EXTENDED DETENTION NOTES: / \ '_ ,
i. THE PROPOSED LEVEL i EXTENDED DETENTION BASIN SHALL HAVE A TURF GROUND I
COVER, SUCH AS GRASS, MULCH OR SOME OTHER FORM OF A VEGETATIVE '' �� -j j � ' I i i It
GROUNDCOVER. LANDSCAPING BEYOND THIS 15 OPTIONAL, BUT NOT REQUIRED.
z. THE PROPOSED SIDE SLOPES OF THE BASIN SHALL BE A MAXIMUM OF 4:1. 'Z r I , I \
3. THE PROPOSED FLOOR SLOPES, EXCLUSIVE OF THE MICROPOOL SHALL HAVE A SLOPE \ ! I � t \ \
RANGING FROM o.5 %- 1.o9b. i, .
4. THE DOWNSTREAM EMBANKMENT SIDE SLOPES SHALL HAVE A MAXIMUM 3:1 SLOPE. - �) . \
/ ` i j.. } PR PDSED 4 DEEP MICROPCIQL
f
\ I I PROPOSED R= ED,)
.. ,.. ..... ... .. . \ N
I P O E TMD DE NTION BASIN FOR
, . ?,,r ''.', j WATER QUALI & QUAN TREATM NT /
_ ...
i'` -
�' � �� - . .. �1 \ PROPOSDI 6" TALL, 12 WIDE STONE
, , VAFFLE EXTENDING FLO PATH LEN H. /
.-- �� __ _--'` � j� ... "_�' �� v � BASIN LENGV:WIDTH RATIO IS z.5a
°- � - /' • \ (GREATER THAN THE MINI�AUM 2:1) E
-I' % -' I , I ), ..
- _' 1o' WIDE GRADED EARTHEN CESS � \' \ z' WIDE FOREBAY TC OF \.
IG NG "
RO_AD " AX. zo9b LO ITUDINAL -y I '' DAM ELEVATION= 0'w/
. f: \ ����`� / A
SLOPE & z%C9OSS SLOPE J / , ! 5' FOREBAY SPILLWAY ,,
. - . � 1 REST ELEVATION =34g
SPILLWAY-,,
,_ - �� � \
PR01yOSED7o WIDE GRASS .'. t �:...:E._,• /
_--i'INED EMERGENCY SPILLWAY , „� N, \
CREST ELEVATION 34a. 0' I � I •
} . +`
1 .
I
CA
3! 1:..., '} �" \ ''
\.
' �, .., �'
PROPOSED 0zo HDPE A 5 DlSUBLE 110 WID TOP F DAM
WALL BARREL, OJt EQlVALENT, ELEVATNSo' f . p ! "ate' " )' .� 00 \1 /
- "` _ 112LF IN\CERT1iJ= 340.00'; INVERT _
OUT= 6. ' I -, r t, "• _a
33 5: lo
PROPOSED VARIABLE WIDTH I z.6
WM & AC ES EASEMENT
- -�
S ACCESS J
PROPOSED VDOT #3 COARSE �% kph
AGGREGATE OUTLET PROTECTION w/ / 1 i' 0 +00 "'� FLOW \
`_`
GEOTEXTILE FILTER FABRIC 3 PATH
UNDERLAYMENT (L =8', W1 =2.5' °� ;
-'v 1_
__1 - - -W2= 8.83'. D=2' MI� I
- , / `/ `
/ 1 / % �. /�
O.
% SEE T�fIS SHEET FOR
4 ,.
SCALED PR061LE OF ?
ArLIGNM I OW.) ^. . ... .. _ .. 1. .
��
- j PROPOSED LOW IMPACT .. V _ . _ Z+ % 5 .
�' / TRAIL AjdGNMENT'
_/
-'` z ' ' 024 -ADP STANDPIPE w/ DU4TILE IRON GRATE SHALL SERVE AS THE ° °v - °° .
K� _
' �0 +00 . ,r r RISER STRUCTURE & TRASHRACK, SEE`Di=TAIL ON SHEET 1i. RISER STRUCTtJRESHALL -__.P� SEE Yr `
' // .. -.. HAVE RW E EV TION= .'6d WITH 0 "LOW FLOW ORIFIC NVERT INTO THE p IDE PRETREATMENT TO
A L A 341 A 3 Et
• ,/ RISER AyELEV. 344' (CONNECTED TO MICROPOOl l/IF�AIV INVERT(;•D PIPE w/ A LOWER UPLAND OF EXTENDED
I 11 ,;' r- - E
/ INVERT SET AT THE BASIN FLOOR OF 340 RISER SHALL ALSO HAVE TWB {z) 06 "- _ -- DF�NTION BASIN.
' .,' i MIDFLOW ORIFICES WITH INVERT ELEVATIONS= 46.i5'. TO PREVENT FLOTATION THE
^, 1, - RISER BASE BARREL CONNECTION SHALL BE FI EMB€DD�ED -6" INTO AN i8" - - -. -.
,f e , ' f ;, / J THICK CONCRETE FOUNDATION THAT IS 5' IN DI ER, THAT IS BURIED OUTSIDE -THE _
'` ! LIMITS OF E MICROPOOL. _
.
,., .
PROP,
1a2LF;
360
0 +00 0 +50 1+00 1+50 2 +00 2 +50
PROPOSED VDOT #3 COARSE
AGGREGATE OUTLET PROTECTION
w/ GEOTEXTILE FILTER FABRIC
UNDERLAYMENT (L -6', W1= 3.75',
W2= 7.25', D =2' MIN.)
BIORETENTION BASIN A
360
_ -_ ___._..
- -I --
- --I
I
I
- --
- --
-
z'
IDE FOREBAY
* TO
OF DAM-
-
. --'- -- __.__.
M . . .
. .
TTO
_ 9
1,132
1,535
329
F REBA PROVIDE- AUDITIONA
2,878
330
2,054
ELEVA
ION =34
'w /5'WI
EFOREB
Y
XI STING
EDIA MIX. SEE ROAD P RIP R - -_
1
i
j
3,235
345
. . DAM ELEVATION= 0' w/ .
- 3,750
: - _
-
. ; J
M
355
SPILL
AYCR
TELEV
TION =34
'
GRADE
FOREB
TOPO
345
E
15T{NG
_/
I
ST ELE T
__
z' WIDE FOREBAY TOP OF --
_Y _- .
-
__-
PROPOSED
CLE
NOUT,
EE
DE
RADE
OPOSED
o' WIDE
PILLWA
CREST E
EVATIO
=337'. W
IR
BAY SPIL
DETAIL
ON SHEET
11 F
R
\
--
_- __- � ', , -11
( -- -, -
RIDE
INSTALL
CREST
IS 12" AB
VE BIOF
LTER TO
LAYER
IOi_
_
_
IN
ORMATI
N.
!
___________�
ACCOR
ANCE
j THE
CREATING
A MAXI
UM PO
DING DE
TH OF 1
".
_-ADDITIONAL
_ ____TT
TT
T
_ -
-
JJ
' DEEP F
REBAY
r r.
O
OP OF D
M ELEV
TION= 3
87
O
W
i
L0 n
'
n
Lei
ROPOS
/ 2:1 SID
SLOPES
340
-
`-P
OPOSED
(o' TOP OF DAM EL V. = 350.0')
I
DETAIL
I
?
R
I
340
PROPOSED
60'
IDE GRASS
- -
DETEN
RIM =336'
ONCE
FLOOR=
26')
-- - -
.
PROPOSED 024" HDPE STANDPIPE w/
TOP OF ULCH
LINED E
ER EN
G
SPILLWAY
S
{
DUCTILE IRON GRATE SHALL SERVE AS THE
ELEV= 6.00
3
CRES
ELEVAT
ON= 334.
5'
- -- -
_ .- -
-- -- - - --
____
- - - - --
/
1 ;7
I,
\_
3 _
(so' WI
, �.
AM-EL
_
-
-
PROPOSED 6" TALL, 1z"
ORIFICES w/ INVERT ELEVATIONS =346.15' &
AN INVERTED PIPE INTO THE RISER FOR LOW
--
EDE
0.
336•
')
FLOW (ORIFICE OPENING AT 344 ON RISER).
BIOR TENTI0 BASIN
RIM1 EL
V_=
-
-
(GREATER THE
-___
i
BIORETENTION BASIN
335
-'
DEEP MRI'
_ __
OPOOL / 2:1 SID SLOPE
34
=
- -
_ .
_ .
-
_ .._
- .. -
_.. -
..
-
.._ -
-' 3" LAYER OF SHREDDED HARDW00[
=344', FL OR =340
INSTALL EMBA KMENT __
340 I -
-..
-_
_
--
-
-
--
- ---
-
-
_,
---
--
)SED 010" HDPE ADS DOUBLE WALL
..
344'} w/ TRASHR CK.
- {
-
-
_
--
--
_ -
ACCORDANCE w TH
/
�
06" INVERTED
N
�•
E TO BE SURROU DIED
"=
-
- -
-
--
.-
- -
- -
::_:g'::_
.
-
-
6'
OF STATE APPROVED
SOIL
MED]<
DESI 1J EST 1 1� __
- _ - -_
-
- __j
-
- -
- -
''
- -
- -
- -
-
-
-
.3
_ SLOPE
EXCAVATION
II
NEED
NOT BE
0
TION TH
RISER B
SE AND
BARREL
--
-
- --
-
- --
-
-
-
.. -
. - --
-
-
„
PROPOSED 024 CL. III RCP
..
..
O ANA
1
RISER STRUCTURE. RISER RIM
OPED TO DRAIN TO THE RISER
THICK CO
-
--
- --
-, --
_
3'
- --
:___
--
- _::_::_:
--
-
12
!
THAT IS BU
- --
330
ELEVATION= 333
IMITS O
THE MI
ROPOOL
_
-__
r
PROPO
.•
AGGREG
TE OUTLET
_
-
-
-____-
____
I
J
-
- -
-
ILE FILTER
-
-
3"
MINIMU
PEA GRAVEL
LAYER
LOW -FLOW 01o" ORIFICE
UNDER
YMENT(L -'r8', W1 =2.
', W2 =8.8
INVERT ELEVATION =326.00'.
.)
M r7
rN
I-------
2'
MINIMU
GRAN
L SUM
.
- 12'
- - -- - - -- - -------
- -- -
I
--
-
I
----------- -- --
- - -- -
LEY
3. -5!
- - - --
OD 04
N
L0
Cp
WLOi
�
�
n �
M n
f
4
n r)
i
(MIN. D
PTH)
FLOOR
LEV.=
325
325
326.00'
TO
PREVENT FLOTATI
DN THE
ISER
6" SCHEDULE 4o PERFORATED PV(
BASE
AND BARREL CDNNECTIDN
SPACING WITH CLEANOUTS, SHAL
S
ALL BE IRMLY E
BEDDE
6"
THE BIOFILTERS IN THE LOWER'_
_ _
SHALL BE SLOPED TO DRAIN TO
DAYLIGHT INTO THE DETENTION C
J _
f
_
'--PROPOSED
01
" CL. III RCP
FOUND TION TH
CR
T IS 6' 1
__
320
BA
REL (84L
;INVERT
DI
METER, HAT 15 B
RIED BE
OW
SUMP LOCATED BELOW THE IM
IN =324.
;INNER
OUT =3z
.00'j
ED 1 N
FLOOR.
O
O
L ",I_
00 •-
0O �
O 00
It
O
CN
N
.
K) n
N M
n Qi
� 1
I
n
n
r') n
M
r) n
NO n
M
0 +00 0 +50 1+00 1+50 2 +00 2 +50
PROPOSED VDOT #3 COARSE
AGGREGATE OUTLET PROTECTION
w/ GEOTEXTILE FILTER FABRIC
UNDERLAYMENT (L -6', W1= 3.75',
W2= 7.25', D =2' MIN.)
BIORETENTION BASIN A
360
BIORETENTION BASIN 'D' (SCALE 1 " =20')
_ -_ ___._..
- -I --
- --I
I
I
- --
- --
-
-
-
-- -
- - - --
-
. --'- -- __.__.
M . . .
. .
TTO
_ 9
1,132
1,535
329
F REBA PROVIDE- AUDITIONA
2,878
330
2,054
4,683
PRETREATMENT UPLAND OF FIE'
2,284
7,039
355
i
EDIA MIX. SEE ROAD P RIP R - -_
1
i
j
3,235
_ -. '. _ . . . .
. . DAM ELEVATION= 0' w/ .
- 3,750
: - _
-
. ; J
M
355
. . . _ _ -
-. _-
"
G "
`
SPILLWAY CREST_, _ - --
2'WID
FOREB
TOPO
DAM
E
15T{NG
_/
I
ST ELE T
__
z' WIDE FOREBAY TOP OF --
_Y _- .
-
__-
_ _
-
EL
TION =3
o'w /5'
DE
RADE
'8' WIDE FOREBAY
__
- "
SPILLWAYCREST -
___ _
-
-
FOR
BAY SPIL
WAY CR
ST
'.
. . . .
\
--
_- __- � ', , -11
( -- -, -
FO
INSTALL
EMBAN
MENT I
4 PEE
!
N =349
IOi_
_
_
VATION
I - - - -- --
I -
-
XI STI N
!
___________�
ACCOR
ANCE
j THE
I GRADE
ILLW N
CRESTE
340
=328'
3jQ
DESIGN
ON SHPT
11.
JJ
N
O r.
r r.
O
W W
1`
350
PROPOS D 7o NI2E GRAS LINED E{IERGEN
O
W
i
L0 n
'
n
Lei
ROPOS
SPILLWAY CREST ELE ATION- 348.80'
OUT
E
-
`-P
OPOSED
(o' TOP OF DAM EL V. = 350.0')
I
DETAIL
N SHE
T 11 F
R
RADE
' DEEP FOREBAY
- - -- --
- - - - --
- -
--
- - - - --
INF
-- - -
.
PROPOSED 024" HDPE STANDPIPE w/
�,
{
DUCTILE IRON GRATE SHALL SERVE AS THE
325
\_
RISER STRUCTURE. RISER STRUCTURE RIM
-
- I II
-
I I
- -
/
1 ;7
I,
\_
, 345
ELEVATION = 347.00' w /TWO (2) 06" MIDFLOW
, �.
_-
-
-
PROPOSED 6" TALL, 1z"
ORIFICES w/ INVERT ELEVATIONS =346.15' &
AN INVERTED PIPE INTO THE RISER FOR LOW
--
-
0.
%71%
FLOW PATH LENGTH. BAS
FLOW (ORIFICE OPENING AT 344 ON RISER).
BIOR TENTI0 BASIN
RIM1 EL
V_=
-
-
(GREATER THE
-___
i
--
.00'
-'
DEEP MRI'
_ __
OPOOL / 2:1 SID SLOPE
34
=
FL00
ELEV.
-
-
=344', FL OR =340
340.00'
340 I -
-..
-_
_
--
LONG
6" INVER -D PIPE 340
-
-
-
-
__ OF STATE APPROVE
(INVE
)SED 010" HDPE ADS DOUBLE WALL
TS =34o'
344'} w/ TRASHR CK.
BARREL, OR EQUIVALENT,
-
-
_
--
--
_ -
06" INVERTED
P
E TO BE SURROU DIED
NVERT IN= 340.00'; INVERT OUT= 336.5'
-.
:RDRAINS,10 MAXIMUM SPACING
MEDIA. SIDE SLOPE EX
WI H
STON
FOR PR ECTION &
__ _
_
_
-
I
LAT-A-03'
-
-
_
-
L
W FLO
ORIFICE PENIN
_
..
-
-_ E
.3
(IN
ERT =3 )
335 TO PREY
NT FLOT
TION TH
RISER B
SE AND
BARREL
335
3" MINIMUM PEA GRAY
-
CONNECTI
N SHALL
BE FIRM
EMBED
ED 6" IN
O ANA
-
OPED TO DRAIN TO THE RISER
THICK CO
CRETE F
UNDATI
N THAT
S 5' IN DI
METER,
12
ff _ __ __
t
THAT IS BU
- --
IED OU
IDE THE
IMITS O
THE MI
ROPOOL
MIN. DEPTH)
STONE SUMP LOCATED BELOW
r
PROPO
ED VDOT( #3 COARSE
AGGREG
TE OUTLET
_
-
-
-____-
____
315
J
N
PR
CTION vi/ GE
ILE FILTER
FABRIC
00
W W
330
UNDER
YMENT(L -'r8', W1 =2.
', W2 =8.8
', D =2' MI
.)
M r7
rN
M
n
330
JJ
O
.
0 .
O .�
O
N .
O
W W
4
r
CD
`4
OD 04
N
L0
Cp
WLOi
�
�
n �
M n
ro n
4
n r)
r7
BIORETENTION BASIN 'D' (SCALE 1 " =20')
_ -_ ___._..
_ _. .
N\
, - -
Forebay Cell
_••_
''
N\
(ft)
_ " /
_
'"
-__ 11 _ ___ _ �' ^
__
ROPOSED RIPRAP OUTLET PROTECTION -- " ".
TO REDUCE RISK OF SCOUR. P(301?OSED
!°
_�
. --'- -- __.__.
M . . .
. .
TTO
_ 9
1,132
1,535
329
F REBA PROVIDE- AUDITIONA
2,878
330
2,054
4,683
PRETREATMENT UPLAND OF FIE'
2,284
7,039
334
2' WIDE FOREBAY TOP OF
EDIA MIX. SEE ROAD P RIP R - -_
1
- �°
3,235
_ -. '. _ . . . .
. . DAM ELEVATION= 0' w/ .
- 3,750
: - _
-
. ; J
M
8' WIDE FOREBAY. . .
. . . _ _ -
-. _-
"
G "
_ _
SPILLWAY CREST_, _ - --
"" _
_
-" /
LWAY
ELEV,4TI0
-
r�
- -
I
ST ELE T
__
z' WIDE FOREBAY TOP OF --
_Y _- .
-
__-
_ _
-
(
DAM ELEVATION= 33o''w/
IN ALONG
''� _ L - " ''_
'8' WIDE FOREBAY
__
- "
SPILLWAYCREST -
___ _
-
-
_ / ._
-- - it
-
O
d
'.
. . . .
\
--
_- __- � ', , -11
( -- -, -
y - _ -
__
FACILITY SI PLANTING - _
JUNIPER � S (2) _� -
7
----
® .- _. _ ..___.. " _ oo _1 % SCALED PROFILE OF
`Z I ALIGNMENT GYP.)
sc
_--_ - __ _- __ - - - -
_ -- - �"
N
�., - .
-._ ���,,--� 11 - --
:. R GRADED o %ONG TUDINAL ACCESS
.�
" ' '• -. • = ,:..�.. - P & 2% CROSS SLOPE
. L
S
r1' : 3 -
M
_. -,
c
,' .W
. YY: ; . : ; ,..: .. _
,� N3 0
N
._g
ROPOSFAtfVEL 1 BIORETENTION BAST
PROVIDE WATER QUALITY TREATMENT.
__ . ,
_ _ WIDE SPILLWAY CREST ELEVATION =327'.
r ., .,
____ - N _may IS iz ABOVE BIOFILTER TOP
_ F { . ;; _ -LAYER, CREATING A MAXIMUM PONDING
,r v, ..,
-1 y _ �: V' $% ° '�" ° ' --" ' DEPTH OF 12 ". WEIR T OUTFALL INTO
' �� _ - sf '" :... DOWNSTREAM DETEN ION CELL (RIM =326,
.�' _ /- ,
�, ; .. -
_ FLOOR 320) FOR Q ANTITY CONTROL.
l - J
_ _.. ._ , f f f _ _
Yf"r � -
F
PROPOSED II R
0 CL I RCP
_- .. R
/ PV RISER STRUCTU E. RISER RIM
(30 f� - - ': 0 +.6 ....... ELEVATIONL-323.75' w/A
�,
- •/ - I LOW- FLOV�V 08" ORIFICE
- 1 _ 7 J INVERT EVATION= 320.00;/
. �--" i /
w --
1. r �f ...... \ \' _ ' 'J 11 IX. /
_. ..
�o / f
' ' /' . / I. �.
- _ /
.. 1
�°, i �✓ % ,
.- _
- _ /- _- - -
.- _ -
- - - f - ° io' WIDE TOE' OF DAM �� °
~' J '' -- 09 - ELEVATION �, i - -
- - - -
` ° ,,- r
PROPOSED RIPRAP OUTLET}?R09 ECTION TO __ - - �' x /,' /r z f
REDUCE RISK OF -SCOUR. PROPOSED - ' 7 PROPOSED' o' W E GRASS / /f
FQREBAV TO PROVIDE ADD IONJ>;L �_- l �, %f LINED E ERGE Y SPILLWAY -'
RETREATMENT UPLANBOf= FILTER MEDIA_" - �" - -- z CRELErYATION= 32x75' Z ,
MIX. SEE RQAD-PCANS FOR RIPRAP DESIGN. r f __ - ~ .. -_ __ ____ � '��/ % % 1.1 -
/` sue,
_ i QROPOSEp`VARI�BLE WIDTH . ?r w � 11 - 6" SCHED 1LE4o PERFORATED PVC ERDRAIN_5,�o' MA3CIMUM \__ - % /SWM & ACCESIEASEMENT / I /
SP V1lITH CLEANOU , ALL BE 1NSTALLE6;64ROUGHOII� THEE""" `�� - / rf r / /
- BIOFILTERS IN LOWER STONE LAffER. UNDERDRAINS SHALL BE _ _� __ _ �NTRA�i OR SHA / " / /-
LL -NOT " ROP65ED 0" CL. III REP BARREL
SLOPED T IN TO THE RISE12 STRUCTURE OR T`�O DAYLIGHT INTO -- '' - µ W DISTURB WETCICNDS (TYPJ �J2LF; INVERT IN= ?}6,72'; INV RT ' �/
_.•THE DETENTION - ELLt SHALL HAVE A�STONE SUMP LOCATED` W
f - -BELOW THE INVERT OFl fFiE UNDERDRP�tN$. r- ! %. ?" OUT=316.00 / " Z l -' ! - ' -
PROPOSED VDOT #3 COARSE AGGREGATE OUTLET -- - - - . f� � -'`r '� � z n
- F PROTECTION w/ GEOI EXTILE FILTER FABRIC'S _ �� w ' ?/ //r,/
j � ",
j
UNDERLAYMENT-(L-12', W1 =3.75', W2= 13'15', D=2' MIN. w ' -�^ " - /
0 +50 1 +00 1 +50 2 +00 2 +50 2 +75
EXTENDED DETENTION BASIN C
6"
UNDI
If
Blt
U
SI
STF
THE
12"
THE
BIORETENTION BASIN 'D' DESIGN & REQUIREMENTS:
Treatment Volume (Per VRRM Calculations) 5,641 cf
Minimum Treatment Volume Required 5,641 cf
Minimum Forebay Volume Required (15% of Tv) 846 cf
Forebay Volume Provided 4,683 cf
Minimum Surface Area Required (Tv /Storage Depth) 1,942 sf
Surface Area Provided 2,429 sf
STORMWATER MANAGEMENT FACILITY GRADING
-4' DEEP FOREBAY
W/ 2:1 SIDE SLOPES
BIORETENTION BASIN 'A' DESIGN & REQUIREMENTS:
Treatment Volume (Per VRRM Calculations)
BASIN ANOTES: Minimum Treatment Volume Required
1. SEE DETAIL ON SHEET 11 FOR RISER TRASHRACK/FRAME & COVER. Minimum Forebay Volume Required (15% of Tv)
z. STATE APPROVED TRASH RACKS SHALL BE INSTALLED ON ALL ORIFICE
OPENINGS. Forebay Volume Provided
3. A CONCRETE FOUNDATION SHALL BE INSTALLED ON THE RISER AS Minimum Surface Area Required (Tv /Storage Depth)
SHOWN &MEETING THE MINIMUM SPECIFICATIONS SET FORTH IN THE
VESCH SPEC. #3.14. Surface Area Provided
4. AS SHOWN ON THE PLANS, A 30' WIDE BIORETENTION BASIN SPILLWAY
SHALL BE CONSTRUCTED WITH A CREST ELEVATION OF 337', CREATING A
MAXIMUM BIORETENTION BASIN PONDING DEPTH OF i2 ". THE STORMWATER MANAGEMENT FACILITY GRADING
O TEN O S
BI RE TI NBA IN WEIR WILL THEN OUTFACE TO THE DOWNSTREAM
DETENTION CELL FOR QUANTITY CONTROL.
O
5. CONTRACTOR AND CONSTRUCTION SHALL ADHERE TO ALL OSHA
REQUIREMENTS. ADDITIONALLY, SPECIAL ATTENTION SHALL BE GIVEN
TO THE CONSTRUCTION SHORING ASSOCIATED WITH THE BIORETENTION
BASIN EXCAVATION.
MULCH 340
PROPOSED 6o' WIDE GRASS LINED EMERGENCY
SIDE -
SPILLWAYCREST ELEVATION - 334.75
�ERTIICAL. (io' WIDE TOP OF DAM ELEV. = 336.00')
i
335
PROPOSED BASIN SPILLWAY SIDE SLOPES
SHALL BE 4:1 OR FLATTER TO PROVIDE A st
SMOOTH VEHICULAR TRANSITION ALONG
I
THE ACCESS ROAD & TO PROTECT THE - - - - - -- - - --
GRASS LINED SPILLWAY.
Area of
I
Elevation
Forebay Cell
Volume
(ft)
Contours (sf)
(cf)
326
450
0
327
757
597
328
1,132
1,535
329
1,566
2,878
330
2,054
4,683
-4' DEEP FOREBAY
W/ 2:1 SIDE SLOPES
BIORETENTION BASIN 'A' DESIGN & REQUIREMENTS:
Treatment Volume (Per VRRM Calculations)
BASIN ANOTES: Minimum Treatment Volume Required
1. SEE DETAIL ON SHEET 11 FOR RISER TRASHRACK/FRAME & COVER. Minimum Forebay Volume Required (15% of Tv)
z. STATE APPROVED TRASH RACKS SHALL BE INSTALLED ON ALL ORIFICE
OPENINGS. Forebay Volume Provided
3. A CONCRETE FOUNDATION SHALL BE INSTALLED ON THE RISER AS Minimum Surface Area Required (Tv /Storage Depth)
SHOWN &MEETING THE MINIMUM SPECIFICATIONS SET FORTH IN THE
VESCH SPEC. #3.14. Surface Area Provided
4. AS SHOWN ON THE PLANS, A 30' WIDE BIORETENTION BASIN SPILLWAY
SHALL BE CONSTRUCTED WITH A CREST ELEVATION OF 337', CREATING A
MAXIMUM BIORETENTION BASIN PONDING DEPTH OF i2 ". THE STORMWATER MANAGEMENT FACILITY GRADING
O TEN O S
BI RE TI NBA IN WEIR WILL THEN OUTFACE TO THE DOWNSTREAM
DETENTION CELL FOR QUANTITY CONTROL.
O
5. CONTRACTOR AND CONSTRUCTION SHALL ADHERE TO ALL OSHA
REQUIREMENTS. ADDITIONALLY, SPECIAL ATTENTION SHALL BE GIVEN
TO THE CONSTRUCTION SHORING ASSOCIATED WITH THE BIORETENTION
BASIN EXCAVATION.
MULCH 340
PROPOSED 6o' WIDE GRASS LINED EMERGENCY
SIDE -
SPILLWAYCREST ELEVATION - 334.75
�ERTIICAL. (io' WIDE TOP OF DAM ELEV. = 336.00')
i
335
PROPOSED BASIN SPILLWAY SIDE SLOPES
SHALL BE 4:1 OR FLATTER TO PROVIDE A st
SMOOTH VEHICULAR TRANSITION ALONG
I
THE ACCESS ROAD & TO PROTECT THE - - - - - -- - - --
GRASS LINED SPILLWAY.
3 +00 3 +25
PROFILE SCALES
1"=7' (V)
1 " =5o' (H)
/IDE STONE BAFFLE EXTENDING
IN LENGTH:WIDTH RATIO IS 2.5::
1N THE MINIMUM 2:1)
PROPOSED BASIN SPILLWAY SI[
SHALL BE 4 :1 OR FLATTER TO P
SMOOTH VEHICULARTRANSITI(
THE ACCESS ROAD & TO PROI
GRASS LINED SPILLWA'
BASIN C NOTES:
1. SEE DETAIL ON SHEET 11 FOR RISER
TRASHRACK/FRAME & COVER.
2. STATE APPROVED TRASH RACKS SHALL BE
INSTALLED ON ALL ORIFICE OPENINGS.
A CONCRETE FOUNDATION SHALL BE
3 0
INSTALLED ON THE RISER AS SHOWN &
MEETING THE MINIMUM SPECIFICATIONS
SET FORTH IN THE VESCH SPEC. #3.14.
PROFILE SCALES
1 "=5, M
1 " =5o' (H)
355
340
330
I
UNDERDRAINS, io' MAXIMUM
Forebay Cell
EXISTI
- BE INSTALLED THROUGHOUT
Contours (sf)
E
I GRADE
TONE LAYER, UNDERDRAINS
85
0
____ _ __
/
HE RISER STRUCTURE OR TO
139
_LL & SHALL HAVE A 12" STONE
347
j 1 /
IERT OF THE UNDERDRAINS.
325
841
344
724
ww
333
2,284
7,039
334
2,747
9,551
W W
3,235
12,538
W
- 3,750
16,028
LOi
490
778
3 +00 3 +25
PROFILE SCALES
1"=7' (V)
1 " =5o' (H)
/IDE STONE BAFFLE EXTENDING
IN LENGTH:WIDTH RATIO IS 2.5::
1N THE MINIMUM 2:1)
PROPOSED BASIN SPILLWAY SI[
SHALL BE 4 :1 OR FLATTER TO P
SMOOTH VEHICULARTRANSITI(
THE ACCESS ROAD & TO PROI
GRASS LINED SPILLWA'
BASIN C NOTES:
1. SEE DETAIL ON SHEET 11 FOR RISER
TRASHRACK/FRAME & COVER.
2. STATE APPROVED TRASH RACKS SHALL BE
INSTALLED ON ALL ORIFICE OPENINGS.
A CONCRETE FOUNDATION SHALL BE
3 0
INSTALLED ON THE RISER AS SHOWN &
MEETING THE MINIMUM SPECIFICATIONS
SET FORTH IN THE VESCH SPEC. #3.14.
PROFILE SCALES
1 "=5, M
1 " =5o' (H)
355
340
6,930 cf
6,930 cf
1,040 cf
1,461 cf
2,386 sf
2,390 sf
<- 6' Mix at 25% porosity; 3" pea gravel at 2% porosity,
12" stone at 40% porosity & 12" of ponding at 100%
porosity
Area of
Volume
(cf)
Elevation
Forebay Cell
Volume
(ft)
Contours (sf)
(cf)
340
85
0
341
201
139
342
347
410
343
522
841
344
724
1,461
6,930 cf
6,930 cf
1,040 cf
1,461 cf
2,386 sf
2,390 sf
<- 6' Mix at 25% porosity; 3" pea gravel at 2% porosity,
12" stone at 40% porosity & 12" of ponding at 100%
porosity
3�1
BIORETENTION BASIN A LANDSCAPING SCHEDULE
GRAD
330
325
Elevation
(ft)
Area of Filter
Volume
(cf)
Elevation
Cell Contours
Volume
(ft)
(sf)
(cf)
336
2,390
0
337
2,901
2,641
338
3 44 5
5,810
3�1
BIORETENTION BASIN A LANDSCAPING SCHEDULE
GRAD
330
325
Elevation
(ft)
Area of
Detention Cell
Contours (sf)
Volume
(cf)
326
68
0
327
248
149
328
485
509
329
768
1,130
330
1,092
2,055
331
1,455
3,324
332
1,853
4,974
333
2,284
7,039
334
2,747
9,551
335
3,235
12,538
336
- 3,750
16,028
SYM
BOTANICAL
COMMON NAME
SIZE
I SWM FACILITY
QUANTITY
COVERAGE (sf)
PERENNIALS /HERBACEOUS
SC
SCIRPUSCYPERINUS
WOOLGRASS
-
-
100
jC
JUNIPERUS CHINENSIS & CVS.
CHINESE JUNIPER
-
-
950
PV
PANICUM VIRGATUM
SWITCHGRASS
-
-
60
SHRUBS
MC
MYRICA CERIFERA
WAX MYRTLE
2 -1/2" CAL.
2
-
IG
ILEXGLABRA
INKBERRY
2-1/2" CAL.
6
-
0 +50 0 +75
BASIN A- SPILLWAY
TREES
BN
BETULA NIGRA
RIVER BIRCH
2" CAL.
1
-
AR
ACER RUBRUM
RED MAPLE
2 -1/2" CAL.
1
-
LS
LIQUIDAMBAR STYRACIFLUA
SWEETGUM
1 -1/2" CAL.
3
-
355
P
POSED
o' WIDE
GRASS LINED
EME
GE
CY
(sf)
SPILLWAY
CREST
ELEVA
ON= 34.830'
327
2,998
2,709
(s0'
OP OF D
M ELEV.
= 3�0.00'�__
-
-
I
-
-
346
13
350
I
- -- --
- -- - - - - --
----- - - - - --
350
150
i _
-XI STIN
307
383
350
490
778
E SLOPES
GRASS 3
1
LIN D
1 GRADE
NCY SPI L
LWAY
PRO
335
1
I
ST ELE T
tOVIDE A
4.75')
-
(
335
IN ALONG
_
i 70'
z' WIDE
OREBAY
_
3
PROPO
D
ECT THE
J�
O
d
'.
_ ____-
I
\
1
GRADIf
FO
_TOP
ELEV.=
345
4 PEE
!
IOi_
345
EL
VATION
I - - - -- --
I -
-
XI STI N
!
___________�
- --
326.00'
w/ 2:1.
I GRADE
ILLW N
CRESTE
340
=328'
�
340
JJ
N
O r.
r r.
O
W W
1`
O -t
oU Lo
O
W
L0 n
rn tcj
n
Lei
ROPOS
D CLEA
OUT
E
0 +50 0 +85
BASIN C- SPILLWAY
<- 6' Mix at 25% porosity; 3" pea gravel at 2% porosity,
12" stone at 40% porosity & 12" of ponding at 100%
porosity
0 +50 1+00 1+50 2 +00 2 +25
'I BIORETENTION BASIN D
Area of Filter
Volume
(cf)
Elevation
Cell Contours
Volume
(ft)
(sf)
(cf)
326
2,429
0
327
2,998
2,709
328
3,601
6,003
329
-
-
330
-
-
0 +50 1+00 1+50 2 +00 2 +25
'I BIORETENTION BASIN D
340
Volume
(cf)
I
I
Contours,
Volume
(ft)
j
(cf)
326
2,429
340
327
3,755
3,068
I--
4,733
7,303
329
1,566
- -�
330
2,054
12,114
346
13
-- - - - "-
-
- -- --
- -- - - - - --
----- - - - - --
166
150
i _
-XI STIN
307
383
350
490
778
0' WID G
GRASS 3
1
LIN D
1 GRADE
NCY SPI L
LWAY
PRO
335
1
I
ST ELE T
;
4.75')
-
(
335
-
I
z' WIDE
OREBAY
OP OF
i
O
MULCH
J�
O
d
____ -__'
_ ____-
I
__
�" �
cfl `t
FO
_TOP
ELEV.=
4 PEE
rn
IOi_
EL
VATION
330' w/ 8
WIDE
EBAY
326.00'
w/ 2:1.
PROPOSE
ILLW N
CRESTE
EVATIO
=328'
330
GRAD
)
4
330
ROPOS
D CLEA
OUT
E
DETAIL
N SHE
T 11 F
R
' DEEP FOREBAY
I
ADDITIONAL
INF
RMATIO
.
(DEEP ESLBAY
{
325
\_
-
- I II
-
I I
- -
I I I�
- -
1 ;7
I,
\_
325
PRO OSED EVEL 1
_-
-
-
--
-
_. -
--
-
-
-
,
3" LAYER OF SHREDDI
BIOR TENTI0 BASIN
-
-
-
-
-
--
--
-
-
-
=
HARDWOOD MULCH
CHEDULE4oPERFORATEDPVC
-
-
-
_
..
_-
-=
-
-..
-_
_
--
s,
-
_
-
-
-
-
__ OF STATE APPROVE
-
_
-
-
-
_
_
--
- -
-
-
_
--
--
_ -
--
- _
_
..
_
-
-
-
-
-.
:RDRAINS,10 MAXIMUM SPACING
MEDIA. SIDE SLOPE EX
NITH CLEANOUTS, SHALL BE
-
-
-
_
_
-
- • •
• ..
-
-
_
-
NEED NOT BE VERTICP
ISTALLED THROUGHOUT THE
_
..
-
-_ E
.3
_
'
-_
-_
-_
( j 3201
IFILTERSINTHELOWERSTONE
3" MINIMUM PEA GRAY
-
:YER. UNDERDRAINS SHALL BE
-
OPED TO DRAIN TO THE RISER
2" MINIMUM GRAVEL `,
UCTURE OR TO DAYLIGHT INTO _
12
ff _ __ __
t
►ETENTION CELL & SHALL HAVE A
1
LEV. = 316.50'
MIN. DEPTH)
STONE SUMP LOCATED BELOW
INVERT OF THE UNDERDRAINS.
315
J
N
0) .
� "'
00 0.
0 d.
00
W W
CIE
'�
rM
M r7
rN
M
n
0 +50 1+00 1+50 2 +00 2 +25
'I BIORETENTION BASIN D
' FOREBAY
IDE SLOPES PROPOSED
GRADE
DETENTION CELL
(RIM =326', FLOOR =320')
TO PREVENT FLOTATION THE RISER BA
BARREL CONNECTION SHALL BE FIR
340
Elevation
(ft)
Total Facility
Volume
(cf)
Elevation
Contours,
Volume
(ft)
Total (sf)
(cf)
326
2,429
0
327
3,755
3,068
328
4,733
7,303
329
1,566
10,310
330
2,054
12,114
' FOREBAY
IDE SLOPES PROPOSED
GRADE
DETENTION CELL
(RIM =326', FLOOR =320')
TO PREVENT FLOTATION THE RISER BA
BARREL CONNECTION SHALL BE FIR
340
Elevation
(ft)
Area of
Detention Cell
Contours (sf)
Volume
(cf)
320
707
0
321
1,129
910
322
1,660
2,296
323
2,267
4,251
324
2,901
6,829
325
3,560
10,054
326
4,244
13,951
EXTENDED DETENTION BASIN 'C' DESIGN & REQUIREMENTS:
Treatment Volume (Per VRRM Calculations)
4,144 cf
Minimum Design Treatment Volume
4,144 cf
Minimum Treatment Volume Required in Permanent Pool
622 cf
Provided Treatment Volume in Perm. Pool (15% of Tv)
1,145 cf
Approximate Length of Facility (Measured at 350')
83 ft
Approximate Width of Facility
33 ft
Minimum Length: Width Ratio Required
2:1
Provided Length : Width Ratio
2.5 . 1
STORMWATER MANAGEMENT FACILITY GRADING
Elevation
ft
Area of
Forebay Cell
Contours sf
Volume
cf
340
-
-
341
-
-
342
-
-
343
-
-
344
-
-
344.33
-
-
345
-
-
346
13
0
347
68
37
348
166
150
349
307
383
350
490
778
a!
SE
AND 325
FIRM
EMBEDDED 6" INTO AN 18" THICK CONCRETE
FOUNDATION THAT IS VIN DIAMETER, THAT IS
BURIED BELOW THE DETENTION CELL FLOOR.
:D
n
D SOIL 32v
�AVATION
L.
=L LAYER
UMP 315
Pf
B RF
312
W W O
I� (6
r�
W Lea. M
1015" L. III
INVE T IN=
OUT= 6.oc
N '4
r7
Ln N
N N
r7 M
0 +50
Elevation
(ft)
-E -
I
- ___ - .
I
- - - - -. ___
341
26
12
GRADE I
75
I
343
149
335 3
344
249
367
344.33
-
335
345
\ I
I I
I
I
- - - - --
347
330
-
PROPOSED 1
10' I
IDE TO O
OF DAM
330
-
350
ELEV =
= 26.o0 0
0' WID G
GRASS 3
LIN D
D EMER N
NCY SPI L
LWAY
PRO
_,X -
40
C S
ST ELE T
TION =3 4
4.75')
-
- - - --
,EXI -
--
GRADE
320
EMBEDDED 6" INTO AN 18" THICK CONCRETE
FOUNDATION THAT IS VIN DIAMETER, THAT IS
BURIED BELOW THE DETENTION CELL FLOOR.
:D
n
D SOIL 32v
�AVATION
L.
=L LAYER
UMP 315
Pf
B RF
312
W W O
I� (6
r�
W Lea. M
1015" L. III
INVE T IN=
OUT= 6.oc
N '4
r7
Ln N
N N
r7 M
0 +50
Elevation
(ft)
Area of
Micropool Cell
Contours sf
O
Volume
cf
O
340
2
0
341
26
12
342
75
60
343
149
170
344
249
367
344.33
-
-
345
-
-
346
-
-
347
-
-
348
-
-
349
-
-
350
-
-
LEGATE
.E FILTER
:
PRO
DOSED
40
1= 3.75',
G
ADE
1015" L. III
INVE T IN=
OUT= 6.oc
N '4
r7
Ln N
N N
r7 M
0 +50
Elevation
(ft)
Area of
Micropool Cell
Contours sf
O
Volume
cf
O
340
2
0
341
26
12
342
75
60
343
149
170
344
249
367
344.33
-
-
345
-
-
346
-
-
347
-
-
348
-
-
349
-
-
350
-
-
Elevation
(ft)
Area of Extended
Detention Cell
Contours, Total (sf)
Volume
(cf)
340
-
-
341
-
-
342
-
- I
343
-
-
344
249
-
344.33
1367
-
345
1831
1,676
346
2292
0
347
3020
2,648
348
3883
6,090
349
4745
10,397
350
5802
15,662
BIORETENTION BASIN D LANDSCAPING SCHEDULE
Elevation
ft
Facility
Contours,
Tota I sf
Volume
cf
340
2
0
341
26
12
342
75
60
343
149
170
344
249
367
344.33
1,367
609
345
1,831
1,676
346
2,305
3,740
347
3,088
6,427
348
4,049
9,984
349
5,052
14,526
350
6,292
20,186
SYM
BOTANICAL
COMMON NAME
SIZE
SWM FACILITY
QUANTITY
COVERAGE (so
PERENNIALS /HERBACEOUS
Sc
SCIRPUS CYPERINUS
WOOLGRASS
-
-
70
jC
JUNIPERUS CHINENSIS & CVS.
CHINESE JUNIPER
-
-
1,500
PV
PAN ICU M VIRGATUM
SWITCHGRASS
-
-
60
SHRUBS
MC
MYRICA CERIFERA WAX MYRTLE
2 -1/2" CAL.
5
-
IG
ILEX GLABRA INKBERRY
2 -1/2" CAL.
4
-
TREES
BN
BETULA NIGRA
RIVER BIRCH
2" CAL.
1
-
AR
ACER RUBRUM
RED MAPLE
2 -1/2" CAL.
2
-
LS
LIQUIDAMBAR STYRACIFLUA
SWEETGUM
1 -1/2" CAL.
4
-
CONTRACTOR SHALL
INSTALL EMBANKMENT IN
ACCORDANCE w/ THE
DESIGN ON SHEET 11.
PROPOSED 024" CL. III RCP RISER
STRUCTURE. RISER RIM ELEVATION=
_ 323.75' w/A LOW -FLOW 08" ORIFICE
.. INVERT ELEVATION = 320.00'
PROPOSED BASIN SPILLWAY SIDE
POS
320
SHALL BE 4:1 OR FLATTER TO PAC
SMOOTH VEHICULAR TRANSITION
EV.= THE ACCESS ROAD & TO PROTE(
GRASS LINED SPILLWAY.
�- PROPOSED VDOT #3 COARSE AGG
OUTLET PROTECTION w/ GEOTDXTI
315 FABRIC UNDERLAYMENT (L =12', N
W2 =13.25', D =2' MIN.)
,�
312
0, . 0) O
00 6 tN
n
1+00 1+25
PROFILE SCALES
1 "=5' (V)
1 " =50' (H)
330
330
0 +50 0 +75
BASIN D- SPILLWAY
BASIN D NOTES:
1. SEE DETAIL ON SHEET 11 FOR RISER TRASHRACK/FRAME & COVER.
z. STATE APPROVED TRASH RACKS SHALL BE INSTALLED ON ALL ORIFICE
OPENINGS.
3. A CONCRETE FOUNDATION SHALL BE INSTALLED ON THE RISER AS
SHOWN & MEETING THE MINIMUM SPECIFICATIONS SET FORTH IN THE
VESCH SPEC. #3.14.
4. AS SHOWN ON THE PLANS, A 30' WIDE BIORETENTION BASIN
SPILLWAY SHALL BE CONSTRUCTED WITH A CREST ELEVATION OF 327',
CREATING A MAXIMUM BIORETENTION BASIN PONDING DEPTH OF sz ".
THE BIORETENTION BASIN WEIR WILL THEN OUTFALL TO THE
DOWNSTREAM DETENTION CELL FOR QUANTITY CONTROL.
5. CONTRACTOR AND CONSTRUCTION SHALL ADHERE TO ALL OSHA
REQUIREMENTS. ADDITIONALLY, SPECIAL ATTENTION SHALL BE
GIVEN TO THE CONSTRUCTION SHORING ASSOCIATED WITH THE
BIORETENTION BASIN EXCAVATION.
('O'__�� II TH �7 .
_,
I-
00- O SCOT R. COLLINS `z
L� No. 35791
1�01�W,6�s_ W7- 1,S ��4 , C.1� ONAL �
z
O
E
9
W
a
Z
O
N
w
V)
z
UJI
0!
0
H
U)
H
W
W
In In
o rn
4 �
< P
Z 0 0
>s. Q L
E z Z
UJI
U m f �
0 V) O O
N ; z z
z >
5 I•-. O O
a a
U) En
W LLj
ce of
O ; ID
L9
IT-
z Ill
M
�� �
N z
It
0! qqt 15
C�
I CL
w N
O O
N
w N
Q J
'� 1--1
LLJ �_
J W
�> U o
L9W N z
� �
O w
cc z �
z Q
= O Qli
W U ~
U W
r
Ul �- un :
w Uj Q c
2
U) � ce s
z� O 2
W �"' _
UJ
IIIIIIIIIIIIIIIIIIIIIIIII
O
U)
�zC
J z '-�'
=
Ch
W
W
cc I
z
Z
C \1 w
Z
z
0 ID
O C
N
U
a
,,
W
a,
LU � I
O W .
a V))
JOB N0.
1421 a9
SCALE
0
u
AS SHOWN
C
SHEET NO. c
10
I
z
.
N
C.
1
0
s
C
0
I
0
4,
C
ROPOSE 10' WID
TOP OF
AM
LEV. _ .00 o
3 6 (4
WIDE GRASS
SLOPES
LINED EERGEN
Y SPILLWAY
VIDE A
RFSTI
=
')
ALONG
TTHE
325
325
LEGATE
.E FILTER
:
PRO
DOSED
40
1= 3.75',
G
ADE
- - - --
,EXI -
--
GRADE
320
320
J�
O
d
LO
W W
�" �
cfl `t
L6
W
M r7
rn
IOi_
0 +50 0 +75
BASIN D- SPILLWAY
BASIN D NOTES:
1. SEE DETAIL ON SHEET 11 FOR RISER TRASHRACK/FRAME & COVER.
z. STATE APPROVED TRASH RACKS SHALL BE INSTALLED ON ALL ORIFICE
OPENINGS.
3. A CONCRETE FOUNDATION SHALL BE INSTALLED ON THE RISER AS
SHOWN & MEETING THE MINIMUM SPECIFICATIONS SET FORTH IN THE
VESCH SPEC. #3.14.
4. AS SHOWN ON THE PLANS, A 30' WIDE BIORETENTION BASIN
SPILLWAY SHALL BE CONSTRUCTED WITH A CREST ELEVATION OF 327',
CREATING A MAXIMUM BIORETENTION BASIN PONDING DEPTH OF sz ".
THE BIORETENTION BASIN WEIR WILL THEN OUTFALL TO THE
DOWNSTREAM DETENTION CELL FOR QUANTITY CONTROL.
5. CONTRACTOR AND CONSTRUCTION SHALL ADHERE TO ALL OSHA
REQUIREMENTS. ADDITIONALLY, SPECIAL ATTENTION SHALL BE
GIVEN TO THE CONSTRUCTION SHORING ASSOCIATED WITH THE
BIORETENTION BASIN EXCAVATION.
('O'__�� II TH �7 .
_,
I-
00- O SCOT R. COLLINS `z
L� No. 35791
1�01�W,6�s_ W7- 1,S ��4 , C.1� ONAL �
z
O
E
9
W
a
Z
O
N
w
V)
z
UJI
0!
0
H
U)
H
W
W
In In
o rn
4 �
< P
Z 0 0
>s. Q L
E z Z
UJI
U m f �
0 V) O O
N ; z z
z >
5 I•-. O O
a a
U) En
W LLj
ce of
O ; ID
L9
IT-
z Ill
M
�� �
N z
It
0! qqt 15
C�
I CL
w N
O O
N
w N
Q J
'� 1--1
LLJ �_
J W
�> U o
L9W N z
� �
O w
cc z �
z Q
= O Qli
W U ~
U W
r
Ul �- un :
w Uj Q c
2
U) � ce s
z� O 2
W �"' _
UJ
IIIIIIIIIIIIIIIIIIIIIIIII
O
U)
�zC
J z '-�'
=
Ch
W
W
cc I
z
Z
C \1 w
Z
z
0 ID
O C
N
U
a
,,
W
a,
LU � I
O W .
a V))
JOB N0.
1421 a9
SCALE
0
u
AS SHOWN
C
SHEET NO. c
10
I
z
.
N
C.
1
0
s
C
0
I
0
4,
C
500F1_-MR
PtANT&6M
effr uo -w
W L -P -- ..1 ..,r
I
I "A IE
mlcwLTEI-t. SIB AAED
t L-�A. I, L TOPFD -VL
as 2m, LEAF C_0%*K
WI=11:
I ) ZTA'5L&E;5UM AND SPILLWAYS °a#u'" IEC�-3 MATTIN3.
2tFk0AArzNG D1ss- 'TuPWED OLIO SHALL M STAFULZED VOTH I C -2 1MATE,
0r ALL SERNI FILL %>4ATERLA1. i,.HALLCONSISTOF %fL; OL, CC, OR GC ;COLS AND FIPEE>Df
"a #7; RMTC. ROGKU, OR ANY GTHEA NION C&VAOTIB E 001-. MMI PACTED FILL ,LL 13E
R -4 TALLfr�3a IN F. f4)MA L1M 3 T4CH LJFf3 TC .A DRY ' bENS47Y LW '95% OF THE.' STA`J31ARi1
Ot?.00TCR 1u1AXI&iUf0 [CRY OErdGtTY';ASPTU •L3654H-
F Are 949.1 Tjlocalf Elibrerendm &isin 8atm
RECD -AlI LEN EED
:3.' 1Lt
'SOLI #.t`ti I_A e F, 9
. QEDA
;LE14{EL 1 K4II•akt4ti. JM 247i
III �r-1 rEp, QR1 -m,E perivE
F
rOUNDATION DRAIN
SECTION A -9; ' IIgCAL GRAPHICAL DETAILS
Homopmous 91
,,,-,� - � . I � ,- �- - - If , -_ :_ - - � � - - -I
♦I ✓ rmrt
off t»ach-# below subbla I
TYPICAL HOMOGENEOUS
EMBANKMENT
0
d*
3004 ref or f"*
0"
Jrlmc In
�s_Tmnsmw flitter
CHIMNEY DRAIN
Trdnsffm dill
or grlmi
",,Blanket dram
BLANKET 01tAll!
Rod or groel
4
TTar"lu m filer
VE DRAIN
30ured _ .mz Emgmmmr F
Figure' A -h, Honrogemeons Embankments wl&ee Controls
I.I
4'i F rS
E
TYPICAL BIORETENT)O 1 - LEVEL I
�-50E SLOPE MOMA1VIA7=
FL-TER FABFefC 4PLACIED N REA.
1' � IF13aC-P I Itt9PCIA.%J_N
F'E1qF4DqATED Uf4DET fi -
:4 PC 0,1 I) CDAC IK6 OAA,:(,
m
FeWPSAY
FLOW F'ATH
INTERi AL. SAWLFS
BENCH
PL ,kN VIEV1t E;K_', ENDE0 0ETEP4TI0N F Jf'.JD
Em Rr.Rem-"y 8PII_L' 0-}r
VAX DESIGN t44
W1A
5 E Y: QU'd TIC WARD E3L'EF GE11.1cy
BENCH ^'1 SPA WA` i
HANNF _\ .\ 1dCaiL1#btE } /N
fir' s m CITLET KAICA01 PAY L `t,D-�" I _ t j_ F LI J k 1`_
?
F FrI.E DEL QLTEN' -TlQf4 PVND
Typica II Extended betentiort Pond Details
(LEVel .i)
2499CGS
APPROX DRAIN AREA = 194.60 SO IN
APPROX. IP/EIG44T WITH FIRAME= 424.00 LOS
(SWM FACILITY TRASHRACK, OR EQUIVLAEIYI)
°,5P
3,04
r-
� ,
�s � x" %j � kR\1
/ I I �� ,R 1 t?�
' ( �-1� / , �S\ \I,I\
Imo' Imo_ �_ x_..
14 , t
I
rte/ �,1 r S 1> f
_ _ _
�-
�• iu�
_._ ...... _ i
.� Duc'I` IRC1R i L g 24.75 f �:- -'-
' $ 28.59 ��} -
c ���
DIMENSIONS ARE FOR REFERENCE ONLY THIS PRINT DI SC,OSESWa,EC7WTTERIN'MICH D!RAWNSY F,dC MATERIAL 3134 VEPANA AVE
ACTU AL DIMENSIONS MAY VARY Nti4PLAST I± AS PROPRE ARY RIGHTS. THE RECEIFT 6UiM,.GA3NI*
DIMENSIONS ARE IN INCHES OR PCSS£S310N OF 7N S PWN; DC SNFT L'�1FER DATE 3.8-06 DNC71L€ �V PHN (TR 93MU3
GRATE MEETS H-20, DAD RATING TRANSFER, OR LICENSE THE LSE tlF TY.E DESIGN OR Ny !� FAX 1776# 972.2.1901
TECMACAL INFGR7titATl CPI SROdM t RERJ ".•X O �"�� _
QUAL ITY: MATERIALS SHALL CONFORM TO ASTM A636 GINDE 76+X105 REVISES BY EBG PROJECT NO,JNAME nYlaWac9wueom
PAINT CASTINGS ARE FURNISFTED \VITHA BLACK PAINT REPROC�LICTONOFTAS PRN'CRANYIFIFORI,IAT04
CONCLE HE IEREIN. PYiRT MANUFACTURE
OS Cff ANl' 24IN4TAWD ARUQRATEASSEIIRE7- TYPEI3
LOCKING DEVICE AVAILABLE UPON REQUEST SEE DRAWING Na. „a *JCL NE�EFRCAt Paz TwE dscLasuRE ,-oo r ERS 3'1� is
p01.17ML4 IS FORRIDOEN, ExCEFT 6Y SPECIFIC 9Yaff EN -SIZE A SCALE '..10 SHEET ,oF1 DwG NO, 7601.110.217 REV C
FERMIS511"AI F,:ZY . f, ,rot.osnae,.s+
BIORETENTION BASIN CONSTRUCTION NOTES:
FACILITY PLANTING SPECIFICATIONS:
1. ROOT STOCK OF THE PLANT MATERIAL SHALL BE KEPT MOIST DURING TRANSPORT FROM THE SOURCE TO THE JOB SITE AND UNTIL PLANTED.
2. WALLS OF PLANTING PIT SHALL BE DUG SO THAT THEY ARE VERTICAL.
3. THE DIAMETER OF THE PLANTING PIT MUST BE A MINIMUM OF SIX INCHES (6 ") LARGER THAN THE DIAMETER OF THE BALL OF THE TREE.
4. THE PLANTING PIT SHALL BE DEEP ENOUGH TO ALLOW 1/8 OF THE OVERALL DIMENSION OF THE ROOT BALL TO BE ABOVE GRADE. LOOSE SOIL AT THE BOTTOM OF THE PIT SHALL BE TAMPED BY HAND,
5. THE APPROPRIATE AMOUNT OF FERTILIZER IS TO BE PLACE AT THE BOTTOM OF THE PIT (SEE BELOW FOR FERTILIZATION RATES).
6. THE PLANT SHALL BE REMOVED FROM THE CONTAINER AND PLACED IN THE PLANTING PIT BY LIFTING AND CARRYING THE PLANT BY ITS BALL (NEVER LIFT BY BRANCHES OR TRUNK).
7. SET THE PLANT STRAIGHT AND IN THE CENTER OF THE PIT SO THAT APPROXIMATELY 1/8 OF THE DIAMETER OF THE ROOT BALL IS ABOVE THE FINAL GRADE.
8. BACKFILL PLANTING PIT WITH EXISTING SOIL.
9, MAKE SURE PLANT REMAINS STRAIGHT DURING BACKFILLING PROCEDURE.
10, NEVER COVER THE TOP OF THE BALL WITH SOIL. MOUNT SOIL AROUND THE EXPOSED BALL.
11. TREES SHALL BE BRACED BY USING 2' BY 2' WHITE OAK STAKES, STAKES SHALL BE PLACED PARALLEL TO WALKWAYS AND BUILDINGS. STAKES ARE TO BE EQUALLY SPACED ON THE OUTSIDE OF THE TREE BALL. UTILIZING HOSE AND WIRE THE TREE IS TO BE BRACED BY THE STAKES,
12. BECAUSE OF THE HIGH LEVELS OF NUTRIENTS IN STORMWATER RUNOFF TO BE TREATED, BIORETENTION BASIN PLANTS SHOULD NOT REQUIRE CHEMICAL FERTILIZATION.
CONTRACTOR REQUIREMENTS: ( SEEPLANTscimouLEFORSPECIFdCPLANTSPECIES)
1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LAYOUT OF ALL WORK COVERED UNDER
THESE PLANS,
2. LANDSCAPE CONTRACTOR SHALL REFER T THE STANDARDIZED LANDSCAPE SPECIFICATIONS
O E S ANDARDIZ D LA FOR THE STATE OF VIRGINIA FOR ADDITIONAL INFORMATION. THE CONTRACTOR S
AC OR HALL ABIDE BY ITS CONTENTS HOWEVER ANY NOTES OR SPECIFICATIONS ON THE PLANS SHALL SUPERSEDE T
HOSE OUTLINED IN THE SPECIFICATIONS MANUAL
COPIES ARE AVAILABLE FOR A FEE FROM THE VIRGINIA IRGINIA CHAPTER OF THE AMERICAN
SOCIETY OF LANDSCAPE ARCHITECTS, VIRGINIA NURSERYMEN'S ASSOCIATION, INC. AND THE VIRGINIA SOCIETY OF LANDSCAPE DESIGNERS).
3. ALL PLANT MATERIAL SHALL MEET THE
MINIMUM SPECIFICATIONS AND STANDARDS DESCRIBED IN THE CURRENT ISSUE OF THE AMERICAN STANDARD FOR NURSERY STOCK, PUBLISHED BY THE AMERICAN ASSOCIATION Of NURSERYMEN, 1250 STREET, NW, SUITE 500, WASHINGTON, DC 20005.
4. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND NOTIFY THE DESIGNER OF ANY VARIANCE FROM THE PLAN.
5. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THE LOCATION OF ANY ONSITE UTILITIES (CALL MISS UTILITY 1 -800- 552 -7001 BEFORE ANY EXCAVATION).
6, REFER TO THE APPROVED FINAL SITE P Y
PLANS FOR AN 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 BEEN 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 SH
LA ALL 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 T 0 HOLD ITS SOIL. CONTAINER STOC K WI TH POORLY DEVELOPED ROO T 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 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 SUFFICIENT TO CONTAIN THE ENTIRE ROOT BALL OR ROOT MASS, WITHOUT CRAMPING ROOT STOCK.
16. THE CONTRACTOR SHALL MAINTAIN A ONE 1 CALENDAR YEAR 90% CARE AND REPLACEMENT T T
WARRANTY FOR ALL PLANTINGS. HE PERIOD CARE AND REPLACEMENT SHALL BEGIN AFTER INSPECTION AND APPROVAL OF THE COMPLETE () S 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.
19. THE CONTRACTOR SHALL CONTACT THE WATER RESOURCES INSPECTOR AND COLLINS ENGINEERING 24 HOURS PRIOR TO BACKFILLING THE BIOFILTERS AND REQUEST AN INSPECTION AND APPROVAL OF THE UNDERDRAINS INSTALLATION AND THE SOIL MIX.
20. THE BIOFILTER PLANTING AREAS SHALL BE COVERED WITH HEAVY STRAW MULCH TO A DEPTH OF 3" IMMEDIATELY AFTER PLANTING.
FACILITY CONSTRUCTION
1. BIORETENTION AREAS SHALL BE FULLY PROTECTED BY SILT FENCE OR CONSTRUCTION FENCING, PARTICULARLY IF THEY WILL RELY ON INFILTRATION. IDEALLY, BIORETENTION SHALL REMAIN OUTSIDE THE LIMIT OF DISTURBANCE DURING CONSTRUCTION TO PREVENT SOIL COMPACTION BY HEAVY EQUIPMENT. BIORETENTION BASIN LOCATIONS MAY BE USED AS SMALL SEDIMENT TRAPS OR BASINS
DURING CONSTRUCTION. HOWEVER, THESE MUST BE ACCOMPANIED BY NOTES AND GRAPHIC DETAILS ON THE E &S PLAN SPECIFYING THAT:
A. THE MAXIMUM EXCAVATION DEPTH AT TH E CO NSTRUCTION STAGE MUST BEAT
LEAST 7 FOOT ABOVE THE POST CONSTRUCTION INSTALLATION, AND
B. THE FACILITY MUST CONTAIN AN RAIN. THE PLAN MUST ALSO SHOW THE E PROPER PROCEDURES FOR CONVERTING THE
TEMPORARY SEDIMENT CONTROL PRACTICE TO
A A PERMANENT BIORETENTION FACILITY, INCLUDING DEWATERING, CLEANOUT AND STABILIZATION.
2. CONSTRUCTION OF THE BIORETENTION AREA MAY ONLY BEGIN AFTER THE ENTIRE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED WITH VEGETATION. IT MAY BE NECESSARY TO BLOCK CERTAIN CURB OR OTHER INLETS WHILE THE BIORETENTION AREA IS BEING CONSTRUCTED. THE PROPOSED SITE SHALL BE CHECKED FOR EXISTING UTILITIES PRIOR TO ANY EXCAVATION.
THE DESIGNER AND THE INSTALLER SHALL HAVE A PRE- CONSTRUCTION MEETING CHECKING THE BOUNDARIES OF THE CONTRIBUTING DRAINAGE AREA AND THE ACTUAL INLET ELEVATIONS
3 TO ENSURE THEY CONFORM TO THE ORIGINAL I N. BECAUSE THE TIMING OF T
DES G HE INSTALLATION IS DICTATED Y 7H
C ED B E CONTRACTOR THE CONTRACTOR SHALL BE RESPONSIBLE FOR TH
LE CONTACTING O C E
ENGINEER. SINCE OTHER CONTRACTORS MAY BE RESPONSIBLE FOR CONSTRUCTING PORTIONS OF THE SITE, IT IS QUITE COMMON TO FIND SUBTLE DIFFERENCES IN SITE GRADING, DRAINAGE AND PAVING ELEVATIONS THAT CAN PRODUCE HYDRAULICALLY IMPORTANT DIFFERENCES FOR THE PROPOSED BIORETENTION. THE GENERAL CONTRACTOR SHALL CLEARLY COMMUNICATE, IN WRITING, ANY
PROJECT CHANGES DETERMINED DURING THE PRE- CONSTRUCTION MEETING TO THE E INSTALLER AN THE PLAN REV( W IN P TIO
D L E S EC N AUTHORITY,
4 TEMPORARY E &S CONTROLS ARE NE EDE D DUR IN G CONSTRUCTION TION OF THE BIORETENTION AREA TO DIVERT ST O RMWATER AWAY F
ROM THE BIORETENTION AREA UNTIL IT IS COMPLETED. SPECIAL PROTECTION MEASURES SUCH AS EROSION CONTROL FABRICS MAY BE NEEDED TO PROTECT VULNERABLE SIDE SLOPES FROM EROSION DURING THE CONSTRUCTION PROCESS.
1. ANY PRE - TREATMENT CELLS SHALL B EXCAVATED FIRST AND THEN SEALED TO TRAP I
E EXCA SEDIMENTS.
2. EXCAVATORS OR BACKHOES SHALL WORK FROM THE SIDES TO EXCAVATE THE BIORETENTION ETENTION AREA TO ITS APPROPRIATE DESIGN DEPTH AND DIMENSIONS. EXCAVATING EQUIPMENT SHALL HAVE SCOOPS WITH ADEQUATE REACH 50 THEY DO NOT HAVE TO SIT INSIDE THE FOOTPRINT OF THE BIORETENTION AREA. CONTRACTORS SHALL USE A CELL CONSTRUCTION APPROACH IN LARGER
BIORETENTION BASINS WHEREBY THE BASIN IS SPLIT INTO Soo TO z 000 SQ. FT. TEMPORARY
CELLS WITH A io z FOOT EARTH BRIDGE IN BETWEEN SO THAT CELLS CAN BE EXCAVATED T
S ATED FROM HE SIDE.
S
IT MAY BE NECESSARY TO RIP THE BOTTOM SOILS TO A DEPTH OF 6 TO 12 INCHES TO PROMOTE GREATER INFILTRATION. THIS REQUIREMENT I
REMENT W LL BE DICTATED BY THE INSPECTOR R T INSTALLATION 3 , PRIOR O NSTALL ON OF THE REMAINDER OF THE FACILITY.
4. PLACE GEOTEXTILE FABRIC ON THE SIDES OF THE BIORETENTION AREA WITH A 6 -INCH OVERLAP ON THE SIDES. IF A STONE STORAGE LAYER WILL BE USED, PLACE THE APPROPRIATE DEPTH OF #57 STONE ON THE BOTTOM, INSTALL THE PERFORATED UNDERDRAIN PIPE, PACK #57 STONE TO 3 INCHES ABOVE THE UNDERDRAIN PIPE, AND ADD APPROXIMATELY 31NCHES OF CHOKER STONE /PEA GRAVEL AS
A FILTER BETWEEN THE UNDERDRAIN AND THE SOIL MEDIA LAYER. IF NO STONE STORAGE LAYER IS USED, START WITH 6 INCHES OF #S7 STONE ON THE BOTTOM, AND PROCEED WITH THE LAYERING AS DESCRIBED ABOVE.
DELIVER THE SOIL MEDIA FROM AN APPROVED VENDOR AND STORE IT ON AN ADJACENT IMPERVIOUS PERVIOUS AREA OR PLASTIC SHEETING. APPLY THE MEDIA IN i2-INCH LIFTS UNTIL THE DESIRED TOP ELEVATION OF THE BIORETENTION AREA IS ACHIEVED. WAIT FEW DAYS TO CHECK FOR SETTLEMENT, AND ADD ADDITIONAL MEDIA, AS NEEDED, TO ACHIEVE THE DESIGN ELEVATION.
6. PREPARE PLANTING HOLES FOR ANY TREES AND SHRUBS, INSTALL THE VEGETATION, AND WATER ACCORDINGLY. INSTALL ANY TEMPORARY IRRIGATION,
7 PLACE THE SURFACE COVER IN BOTH CELLS STONE O R
TURF ), DEPENDING ON T HE DES I GN IF C IR OR JUTE MATTING LNG WILL BE USED IN LIEU OF M ULCH , THE MATTING WILL NEED TO BE INSTALLED P RIO R TO PLANTING NTNG (STEP 9), AND HOLES OR SLITS WILL HAVE 70 BE CUT IN THE (MATTING TO INSTALL THE PLANTS.
8. INSTALL THE PLANT MATERIALS AS SHOWN IN THE LANDSCAPING PLAN, AND WATER THEM DURING WEEKS OF NO RAIN FOR THE FIRST TWO MONTHS.
9. CONDUCT THE FINAL CONSTRUCTION INSPECTION (SEE SECTION 9.2). THEN LOG THE GPS COORDINATES FOR EACH BIORETENTION FACILITY AND SUBMIT THEM FOR ENTRY INTO THE LOCAL MAINTENANCE TRACKING DATABASE.
FACILITY MAINTENANCE:
THE FOLLOWING TASKS SHALL BE PERFORMED BY THE CONTRACTOR IN THE FIRST YEAR FOLLOWING'INSTALLATION:
1, FOR THE FIRST 6 MONTHS FOLLOWING CONSTRUCTION, THE SITE SHALL BE INSPECTED BY THE CONTRACTOR AT LEAST TWICE AFTER STORM EVENTS THAT EXCEED iJ2INCH OF RAINFALL.
2. THE CONTRACTOR SHALL LOOK FOR BARE OR ERODING AREAS IN THE CONTRIBUTING DRAINAGE AREA OR AROUND THE BIORETENTION AREA, AND MAKE SURE THEY ARE IMMEDIATELY STABILIZED WITH GRASS COVER. CONTRACTOR SHALL SPOT RESEED AS NECESSARY.
3. ONE -TIME SPOT FERTILIZATION MAY BEN T PLANTINGS.
NEEDED FOR INITIAL LANT NGS.
4. WATERING IS NEEDED ONCE A WEEK DURING THE F IRST z MONTHS AND THEN AS NEEDED DURING THE FIRST GROWING SEASON APRIL -O T
( C OBER), DEPENDING ON RAINFALL,
0
5. REMOVE AND REPLACE DEAD PLANTS. SINCE UP TO 20 /o OF THE PLANT STOCK MAY DIE OFF IN THE FIRST YEAR, THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CARE AND REPLACEMENT WARRANTY TO ENSURE THAT VEGETATION IS PROPERLY ESTABLISHED AND SURVIVES DURING THE FIRST GROWING SEASON FOLLOWING CONSTRUCTION. THE TYPICAL THRESHOLDS BELOW WHICH REPLACEMENT IS
REQUIRED ARE 85% SURVIVAL OF PLANT MATERIAL AND ioo4b SURVIVAL OF TREES.
6. A SPRING MAINTENANCE INSPECTION AND
CLEANUP SHALL BE CONDUCTED AT EACH BIORETENTION AREA. THE FOLLOWING IS A LIST OF
SOME OF THE KEY MAINTENANCE PROBLEMS T O LOOK FOR:
A. CHECK TO SEE IF 75% TO go%COVER (MULCH PLUS VEGETATIVE COVER) HAS BEEN ACHIEVED IN THE BED, AND MEASURE THE DEPTH OF THE REMAINING MULCH.
B. CHECK FOR SEDIMENT BUILDUP AT CURB CUTS, GRAVEL DIAPHRAGMS OR PAVEMENT EDGES THAT PREVENTS FLOW FROM GETTING INTO THE BED, AND CHECK FOR OTHER SIGNS OF BYPASSING.
C. CHECK FOR ANY WINTER- OR SALT- KILLED VEGETATION, AND REPLACE IT WITH HARDIER SPECIES.
D. NOTE PRESENCE OF ACCUMULATED SAND, SEDIMENT AND TRASH IN THE PRE - TREATMENT CELL OR FILTER BEDS, AND REMOVE IT.
E. INSPECT BIORETENTION SIDE SLOPES AND GRASS FILTER STRIPS FOR EVIDENCE OF ANY
RILL O R GULLY EROSION AND REPAIR IT.
F. CHECK THE BIORETENTION BED FOR EVIDENCE OF MULCH FLOTATION, EXCESSIVE PONDING, DEAD PLANTS OR CONCENTRATED FLOWS, AND TAKE APPROPRIATE REMEDIAL ACTION,
G. CHECK INFLOW POINTS FOR CLOGGING, AND REMOVE ANY SEDIMENT.
H. LOOK FOR ANY BARE SOIL OR SEDIMENT SOURCES IN THE CONTRIBUTING DRAINAGE AREA, AND STABILIZE THEM IMMEDIATELY.
1. CHECK FOR CLOGGED OR SLOW- DRAINING SOIL MEDIA, A CRUST FORMED ON THE TOP LAYER, INAPPROPRIATE SOIL MEDIA, OR OTHER CAUSES OF INSUFFICIENT FILTERING TIME, AND RESTORE PROPER FILTRATION CHARACTERISTICS.
HAVE BEEN COMPLETED, PLEASE SEE BELOW,
FACU.,ITY INSPECTION:
CONSTRUCTION INSPECTIONS ARE CRITICAL TO ENSURE THE BIORETENTION BASINS ARE PROPERLY CONSTRUCTED AND ESTABLISHED. BECAUSE THE TIMING OF THE INSTALLATION IS DICTATED BY THE CONTRACTOR, THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING THE ENGINEER AND INSPECTOR PRIOR TO INSTALLATION. MULTIPLE SITE VISITS AND INSPECTIONS ARE REQUIRED TO BE
SCHEDULED BY THE CONTRACTOR, WITH THE ENGINEER AND INSPECTOR, DURING THE FOLLOWING STAGES OF THE BIOFILTER CONSTRUCTION PROCESS:
1. PRE - CONSTRUCTION MEETING
2. INITIAL SITE PREPARATION (INCLUDING INSTALLATION OF PROJECT E &S CONTROLS)
3. EXCAVATION /GRADING (E.G., INTERIM /FINAL ELEVATIONS)
4. BIOFILTER INSTALLATION (E.G., MICROTOPOGRAPHY, SOIL AMENDMENTS, STONE BEDDING, UNDERDRAINS AND STAKING OF PLANTING ZONES)
5. PLANTING PHASE (WITH AN EXPERIENCED LANDSCAPE ARCHITECT PRESENT)
6. FINAL INSPECTION (DEVELOP A PUNCH LIST FOR FACILITY ACCEPTANCE)
PLEASE ALSO SEE ABOVE, UNDER FACILITY MAINTENANCE #6, FOR REQUIRED INSPECTIONS.
WATER71GHT (�,'A.P
ON TERMINAL EN
OF pjpE
EXTENDED DETENTION BASIN CONSTRUCTION NOTES:
FACILITY PLANTING SPECIFICATIONS:
I
4P PV,0, EGRET a° CAP
ON GRADE
4tI# P_V_ . NONPERFOR,>ATED
STANDPIPE
Figure 9w&l. 4"' P..1 C. Cle2nout Detail
EMBANKMENT NOTES:
AFTER AN INVESTIGATION OF THE SITE's SOILS, SITE VISITS, AN ANALYSIS OF THE SURVEYED TOPOGRAPHY
AND AN EXAMINATION OF VA DEQ APPENDIX A: EARTHEN EMBANKMENT (REQUIREMENTS vs.
RECOMMENDATIONS), THE APPLICANT HAS PROVIDED A COMPREHENSIVE EMBANKMENT DESIGN THAT DOES
NOT NEED A GEOTECHNICAL STUDY AT THIS TIME. SUCH IS THE CASE DUE TO THE PRECAUTIONARY
EMBANKMENT DESIGNS PROPOSED. A SUMMARY OF THE EMBANKMENT DESIGN REQUIREMENTS ARE LISTED
BELOW, MANDATING THE CONTRACTOR MEET THESE REQUIREMENTS AT A MINIMUM.
THE EMBANKMENTS SHALL HAVE A COMPACTED CLAY CORE WITH A CUTOFF TRENCH & BE IN ACCORDANCE
WITH THE DETAILS SHOWN ON THIS SHEET. BERMS AND SPILLWAYS SHALL BE STABILIZED WITH EC -3 MATTING
& THE REMAINING DISTURBED SLOPES SHALL BE STABILIZED WITH EC -2 MATTING. ALL BERM FILL MATERIAL
SHALL CONSIST OF ML, CL, SC OR GC SOILS & BE FREE OF WOOD, ROOTS, ROCKS OR ANY OTHER NON
COMPACTING SOIL. COMPACTED FILL SHALL BE PROCTOR MAXIMUM DRY DENSITY ASTM D698 AND HAVE A
MINIMUM OF 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL
MATERIAL AND CONSTRUCTION SHALL BE APPROVED BY AN ONSITE GEOTECHNICAL ENGINEER PRESENT
DURING THE CONSTRUCTION OF THE EMBANKMENTS AND FILL AREAS.
LEVEL 1
1. LEVEL 1 EXTENDED DETENTION BASINS SH A LL HAVE A T URF GROUND COVER, SUCH AS GRASS MULCH OR SOME OTHER FORM OF VEGETATIVE GROWN DC OVE R. LANDSCAPING BEYOND THIS IS OPTIONAL FOR LEVEL 1 FACILITIES BUT IS NOT REQUIRED.
2. THE PROPOSED SIDE SLOPES OF
THE BASIN SHALL BE A MAXIMUM OF 4:1 TO PROMOTE SETTLING &REDUCE THE RISK OF EROSION. THE PROPOSED FLOOR SLOPES, EXCLUSIVE OF T -
O 00 HE MICROPOOL SHALL HAVE A SLOPE RANGING FROM 0.5% 1 0%.
LEVEL 2
1. THE PROPOSED SIDE SLOPES OF THE BASIN SHALL BE A MAXIMUM OF 4:1 TO PROMOTE SETTLING & REDUCE THE RISK OF EROSION. THE PROPOSED FLOOR SLOPES, EXCLUSIVE OF THE MICROPOOL SHALL HAVE A SLOPE RANGING FROM 0.5 % -1.0 %.
2. THE PLANT SELECTION SHALL PROMOTE DIVERSE WILDLIFE AND WATERFOWL USE WITHIN THE STORMWATER WETLAND AND BUFFER.
3. THE LANDSCAPING PLAN SHALL ALLOW THE POND TO MATURE INTO A NATIVE FOREST IN THE RIGHT PLACES, BUT YET KEEP MOWABLE TURF ALONG THE EMBANKMENT AND ALL ACCESS AREAS.
4. WOODY VEGETATION SHALL NOT L O BE PLANTED OR ALLOWED TO GROW WITHIN 15 FEET OF THE TOE EMBANKMENT OFT E NOR WITHIN 25 FEET
H E OF THE PRINCIPAL SPILLWAY STRUCTURE.
5, A VEGETATED BUFFER SHALL B PROVIDED EXTENDS T
E RO DED THAT E NDS A LEAST 25 FEET OUTWARD FROM THE MAXIMUM WATER SURFACE ELEVATION OF THE ED POND. PERMANENT STRUCTURES (E.G., BUILDINGS) SHOULD NOT BE CONSTRUCTED WITHIN THE BUFFER AREA. EXISTING TREES
SHALL BE PRESERVED IN THE BUFFER AREA DURING CONSTRUCTION.
6. 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 GREAT THAT IT EFFECTIVELY PREVENTS ROOT PENETRATION AND THEREFORE,
T ERE ORE
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.
7. AVOID SPECIES THAT REQUIRE FULL SHADE, OR ARE PRONE TO WIND DAMAGE. EXTRA MULCHING AROUND THE BASE OF TREES AND SHRUBS IS STRONGLY RECOMMENDED AS A MEANS OF CONSERVING MOISTURE AND SUPPRESSING WEEDS,
CONTRACTOR REQUIREMENTS:
1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LAYOUT OF ALL WORK COVERED UNDER THESE 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 (COP)ES ARE
AVAILABLE FOR A FEE FROM
THE VIRGINIA CHAPT ER OF THE A MERICA N SOCIETY Y OF LANDSCAPE ARCHITECTS VIRGINIA NURSERYMEN'S ASSOCIATION, AND THE VIRGINIA S
N E SOCIETY OF LANDSCAPE DESIGNER
3. ALL PLANT MATERIAL SHALL MEET THE MINIMUM SPECIFICATIONS AND STANDARDS DESCRIBED IN THE CURRENT ISSUE OF THE AMERICAN STANDARD FOR NURSERY STOCK PUBLISHED THE AMERICAN ASSOCIATION OF NURSERYMEN, E SHED BY A 1250 STREET, NW, SUITE 500, WASHINGTON, DC 20005.
4. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND NOTIFY THE DESIGNER OF ANY VARIANCE FROM THE PLAN.
5. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THE LOCATION OF ANY ONSITE UTILITIES (CALL MISS UTILITY 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 TRANSPORTED L BE ANSPO ED I N THE CONTAINERS IN WHICH THEY AVE N
E H BEEN GROWN.
9. ALL PLANT MATERIAL N E
U L SS OTHERWISE SPECIFIED SHAL L 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 i SHADED W LL BE SH D 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 OR UANTITY. ANY SUBSTITUTIONS MUST B APPROVED Y E i
Q E B THE DESIGNER.
11 MINOR FIELD ADJUSTMENTS MAY BE NECESSARY DUE TO SITE CONDITIONS EX: T
( 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 SUFFICIENT TO CONTAIN THE ENTIRE ROOT BALL OR ROOT MASS, WITHOUT CRAMPING ROOT STOCK.
16. THE CONTRACTOR R OR SHALL MAINTAIN A ON E (l ) C A LEND A R YE AR 90%
CARE AND R EP LACEMENT WARRANTY FOR ALL PLANTINGS. THE PERIOD O F CARE AND REPLACEMENT SHALL BEGIN AFTER INSPECTION AND APPROVAL OF THE COMPLETE INSTALLATION OF ALL PLANTS AND CONTINUE N NUE 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 IL BA SI S,
18. THE CONTRACT T B
OR WILL NO E RESPONSIBLE F P T
OR PLANT MATERIAL THAT HAS BEEN DAMAGED BY VANDALISM FIRE OR OTHER ACTIVITIES BEYOND THE CONTRACTOR'S CONTROL.
FACILITY CONSTRUCTION
1. AN ED POND MAY A SERVE AS A SEDIMENT
BASIN DURING PROJECT CONSTRUCTION. IF THIS IS DONE THE VOLUME SHALL BE BASE D ON TH E MORE STRINGENT SIZING R ULE (EROSION SEDIMENT CONTROL REQUIREMENT VS. WAT ER Q UALITY TREATMENT
REQUIREMENT). INSTALLATION OF E PERMANENT RI SE R SHALL LL 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 ED POND IN MIND. THE BOTTOM ELEVATION OF THE ED POND SHALL BE LOWER THAN THE BOTTOM ELEVATION OF THE TEMPORARY SEDIMENT BASIN. APPROPRIATE PROCEDURES
SHALL BE IMPLEMENTED TO PREVENT DISCHARGE OF TURBID WATERS WHEN THE BASIN IS BEING CONVERTED INTO AN ED POND,
2. ED PONDS SHALL ONLY BE CONSTRUCTED AFTER THE CONTRIBUTING DRAINAGE AREA TO THE POND IS COMPLETELY STABILIZED. IF THE PROPOSED POND SITE WILL BE USED AS A SEDIMENT TRAP OR BASIN DURING THE CONSTRUCTION PHASE, THEN THE FACILITY WILL BE DEWATERED, DREDGED AND RE- GRADED TO DESIGN DIMENSIONS AFTER THE
ORIGINAL SITE CONSTRUCTION IS COMPLETE.
3, INSTALL E &S CONTROLS PRIOR
TO CONSTRUCTION OF THE BASIN, INCLUDING TEMPORARY DE- WATERING DEVICES AND STORMWATER DIVERSION PRACTICES. ALL AREAS SURROUNDING THE BASIN THAT ARE GRADED OR DENUDED DURING CONSTRUCTION SHALL BE PLANTED WITH TURF GRASS, NATIVE PLANTINGS, OR OTHER APPROVED METHODS
OF SOIL STABILIZATION.
4. CONTRACTOR SHALL EXCAVATE THE CORE TRENCH AND INSTALL THE SPILLWAY PIPE DURING THE ESC PHASE.
5. CONTRACTOR SHALL T
LL ALSO INSTALL THE RISER, OUTFLOW STRUCTURE AND /OR AND BARREL(S) DURING THE ESC PHASE TO ENSURE THE TOP INVERT OF THE OVERFLOW WEIR IS CONSTRUCTED LEVEL AT THE DESIGN ELEVATION.
6. THE CONTRACTOR SHAL L THEN CONSTRUCT THE EMBANKMENT AND ANY INTER T
INTERNAL BERMS IN 8 TO 12 -INCH LIFTS COMPACT THE LIFTS WITH APPROPRIATE EQUIPMENT.
7. UPON COMPLETION OF THE EMBANKMENT GRADING THE CONTRACTOR SHALL EXCAVATE /GRAD E UNTILTHE APPROPRIATE ELEVATION AND DESIRED CONTOURS ARE ACHIEVED FOR THE BOTTOM AND SIDE SLOPES OF THE ED POND.
8. CONTRACTOR SHALL THEN CONSTRUCT THE EMERGENCY SPILLWAY IN CUT OR STRUCTURALLY STABILIZED SOILS.
9. FINISH CONSTRUCTION OF
ALL OUTLET STRUCTURES, INCLUDING DOWNSTREAM RIP -
RAP APRON PROTECTION.
10. THE CONTRACTOR SHALL NEXT STABILIZE EXPOSED LS WITH TEMPORARY SE
E I W P ED MIXTURES APPROPRIATE FOR THE POND BUFFER. ALL AREAS ABOVE THE NORMAL POOL ELEVATI ON(S) SHALL BE PERMANENTLY STABILIZED BY HYDROSEEDING OR SEEDING OVER STRAW,
11. THE CONTRACTOR SHALL THEN INSTALL THE APPROPRIATE BASIN LANDSCAPING IN ACCORDANCE WITH THE APPROVED PLANS.
FACILITY MAINTENANCE:
MAINTENANCE OF ED PONDS IS DRIVEN BY ANNUAL INSPECTIONS THAT EVALUATE THE CONDITION AND PERFORMANCE OF THE POND. 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 FOREBAY.
2. MONITOR THE GROWTH OF WETLANDS, TREES AND SHRUBS PLANTED, AS APPLICABLE. RECORD THE SPECIES AND THEIR APPROXIMATE COVERAGE, AND NOTE THE PRESENCE OF ANY INVASIVE PLANT SPECIES, AS APPLICABLE.
3. INSPECT THE CONDITION OF STORMWATER INLETS TO THE POND FOR MATERIAL DAMAGE, EROSION OR UNDERCUTTING.
4, INSPECT THE BANKS OF UPSTREAM AND DOWNSTREAM CHANNELS FOR EVIDENCE OF SLOUGHING, ANIMAL BURROWS, BOGGY AREAS, WOODY GROWTH, OR GULLY EROSION THAT MAY UNDERMINE EMBANKMENT INTEGRITY.
5. INSPECT POND OUTFALL CHANNEL FOR EROSION, UNDERCUTTING, RIP -RAP DISPLACEMENT, WOODY GROWTH, ETC.
6. INSPECT CONDITION OF PRINCIPAL SPILLWAY AND RISER FOR EVIDENCE OF SPALLING, JOINT FAILURE, LEAKAGE, CORROSION OR OTHER FAILURES.
7. INSPECT CONDITION OF ALL TRASH RACKS, REVERSE SLOPED PIPES OR FLASHBOARD RISERS FOR EVIDENCE OF CLOGGING, LEAKAGE, DEBRIS ACCUMULATION OR OTHER FAILURES.
8. INSPECT MAINTENANCE ACCESS TO ENSURE IT IS FREE OF WOODY VEGETATION, AND CHECK TO SEE WHETHER VALVES, MANHOLES AND LOCKS CAN BE OPENED AND OPERATED.
9. INSPECT INTERNAL AND EXTERNAL SIDE SLOPES OF THE POND FOR EVIDENCE OF SPARSE VEGETATIVE COVER, EROSION, OR SLUMPING, AND MAKE NEEDED REPAIRS IMMEDIATELY.
FACILITY INSPECTION:
MULTIPLE INSPECTIONS ARE CRITICAL TO ENSURE THE BASIN(SO ARE PROPERLY CONSTRUCTED. BECAUSE THE TIMING OF THE INSTALLATION IS DICTATED BY THE CONTRACTOR, THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING THE ENGINEER AND INSPECTOR PRIOR TO INSTALLATION. MULTIPLE SITE VISITS AND INSPECTIONS ARE REQUIRED
TO BE SCHEDULED BY THE CONTRACTOR, WITH THE ENGINEER AND INSPECTOR, DURING THE FOLLOWING STAGES OF THE EXTENDED DETENTION BASIN'S CONSTRUCTION PROCESS:
1. PRE - CONSTRUCTION MEETING
2. INITIAL SITE PREPARATION (INCLUDING INSTALLATION OF PROJECT E &S CONTROLS)
3. EXCAVATION /GRADING (E.G., INTERIM /FINAL ELEVATIONS)
4. EXTENDED DETENTION BASIN INSTALLATION (E.G., INTERIM AND FINAL ELEVATIONS)
5. INSTALLATION OF THE EMBANKMENT, THE RISER /PRIMARY SPILLWAY, AND THE OUTLET STRUCTURE(S).
6. PLANTING PHASE (WITH AN EXPERIENCED LANDSCAPE ARCHITECT PRESENT)
7. FINAL INSPECTION (DEVELOP A PUNCH LIST FOR FACILITY ACCEPTANCE)
���V 77
�
! f
SCOTT R. COLLINS'
,U No. 35791 �__
� [1115 e
�IONAL E�'
z
0
E
W
a
z
O
P-1
U)
>
LU
U)
z
0
H °
U)
H
W
ce
tln tln
1-1 T-41
O N
4 L1
0 d
Z 9 0
O J
E Q (n to
Z Z
N m E E
a V) U O
o Z
z O 0
w ~
& U U
10� ce
CL a
In a
H N
W
fn In
ri rA
t 1 Ln ;`
L9
a)
T
1AMyo `
c
iiiiiiiIIiIiiiIIIiIIIIIIiIIIIiiIi
CO
0
go q4t
N
1
N
0
N
N
W
Q
W
J
I�w
>
co
t9W
z T_
O
W
U
I
W
Ul =)
t
W
W
IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII CC
�
U)
J
W
M
0 (<
V
0
0
TI
I
I
ON
9
OV
J
3: Uj
cd r h
V 1
W
U
O
NV Z
�"
Z -
W X 11-1
O LU -
2
n
c
Z
U E
13 .
W
� ?:W
,i1
0 ids n
2.
Or
1
Z =
Wz Of
J
10 Z
z
W
0 t.
21 ) -: g1 _ttk
r
W
ji\
I (1)
C-I, �" sid. 191 ...
ce
Z -
rL
; i AC C
""
s-
c
JOB NO. E
142109
Q
TS 0T IC:t.I" "C•
NONE
ItL1'' }-O'4 iCJtIdS.n`J
Ir
a•*•' •'
-.
SHEET NO.
.
':'
r�
T -
I
�- r t t :# Y} -1n Ir
I I (.
,��
,�� 1 0 u.
S
I P� l 0
w - .. "
W�� Y _.r.'
..�^3�r,,,,,>•A".i.'L„y - �`.1,.3A _1.�x':f, cy�I er�i�:.W. p:..'.e
K � .,.\'+
11-1 1
!`r;,-,
z I sir w 1 s' K nf_aal
I'.
,"e ' 17,E h,. .
U 0
_ a
p ':
:) _, ; ,;
-a , :xv,
EXTENDED DETENTION BASIN CONSTRUCTION NOTES:
FACILITY PLANTING SPECIFICATIONS:
I
4P PV,0, EGRET a° CAP
ON GRADE
4tI# P_V_ . NONPERFOR,>ATED
STANDPIPE
Figure 9w&l. 4"' P..1 C. Cle2nout Detail
EMBANKMENT NOTES:
AFTER AN INVESTIGATION OF THE SITE's SOILS, SITE VISITS, AN ANALYSIS OF THE SURVEYED TOPOGRAPHY
AND AN EXAMINATION OF VA DEQ APPENDIX A: EARTHEN EMBANKMENT (REQUIREMENTS vs.
RECOMMENDATIONS), THE APPLICANT HAS PROVIDED A COMPREHENSIVE EMBANKMENT DESIGN THAT DOES
NOT NEED A GEOTECHNICAL STUDY AT THIS TIME. SUCH IS THE CASE DUE TO THE PRECAUTIONARY
EMBANKMENT DESIGNS PROPOSED. A SUMMARY OF THE EMBANKMENT DESIGN REQUIREMENTS ARE LISTED
BELOW, MANDATING THE CONTRACTOR MEET THESE REQUIREMENTS AT A MINIMUM.
THE EMBANKMENTS SHALL HAVE A COMPACTED CLAY CORE WITH A CUTOFF TRENCH & BE IN ACCORDANCE
WITH THE DETAILS SHOWN ON THIS SHEET. BERMS AND SPILLWAYS SHALL BE STABILIZED WITH EC -3 MATTING
& THE REMAINING DISTURBED SLOPES SHALL BE STABILIZED WITH EC -2 MATTING. ALL BERM FILL MATERIAL
SHALL CONSIST OF ML, CL, SC OR GC SOILS & BE FREE OF WOOD, ROOTS, ROCKS OR ANY OTHER NON
COMPACTING SOIL. COMPACTED FILL SHALL BE PROCTOR MAXIMUM DRY DENSITY ASTM D698 AND HAVE A
MINIMUM OF 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL
MATERIAL AND CONSTRUCTION SHALL BE APPROVED BY AN ONSITE GEOTECHNICAL ENGINEER PRESENT
DURING THE CONSTRUCTION OF THE EMBANKMENTS AND FILL AREAS.
LEVEL 1
1. LEVEL 1 EXTENDED DETENTION BASINS SH A LL HAVE A T URF GROUND COVER, SUCH AS GRASS MULCH OR SOME OTHER FORM OF VEGETATIVE GROWN DC OVE R. LANDSCAPING BEYOND THIS IS OPTIONAL FOR LEVEL 1 FACILITIES BUT IS NOT REQUIRED.
2. THE PROPOSED SIDE SLOPES OF
THE BASIN SHALL BE A MAXIMUM OF 4:1 TO PROMOTE SETTLING &REDUCE THE RISK OF EROSION. THE PROPOSED FLOOR SLOPES, EXCLUSIVE OF T -
O 00 HE MICROPOOL SHALL HAVE A SLOPE RANGING FROM 0.5% 1 0%.
LEVEL 2
1. THE PROPOSED SIDE SLOPES OF THE BASIN SHALL BE A MAXIMUM OF 4:1 TO PROMOTE SETTLING & REDUCE THE RISK OF EROSION. THE PROPOSED FLOOR SLOPES, EXCLUSIVE OF THE MICROPOOL SHALL HAVE A SLOPE RANGING FROM 0.5 % -1.0 %.
2. THE PLANT SELECTION SHALL PROMOTE DIVERSE WILDLIFE AND WATERFOWL USE WITHIN THE STORMWATER WETLAND AND BUFFER.
3. THE LANDSCAPING PLAN SHALL ALLOW THE POND TO MATURE INTO A NATIVE FOREST IN THE RIGHT PLACES, BUT YET KEEP MOWABLE TURF ALONG THE EMBANKMENT AND ALL ACCESS AREAS.
4. WOODY VEGETATION SHALL NOT L O BE PLANTED OR ALLOWED TO GROW WITHIN 15 FEET OF THE TOE EMBANKMENT OFT E NOR WITHIN 25 FEET
H E OF THE PRINCIPAL SPILLWAY STRUCTURE.
5, A VEGETATED BUFFER SHALL B PROVIDED EXTENDS T
E RO DED THAT E NDS A LEAST 25 FEET OUTWARD FROM THE MAXIMUM WATER SURFACE ELEVATION OF THE ED POND. PERMANENT STRUCTURES (E.G., BUILDINGS) SHOULD NOT BE CONSTRUCTED WITHIN THE BUFFER AREA. EXISTING TREES
SHALL BE PRESERVED IN THE BUFFER AREA DURING CONSTRUCTION.
6. 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 GREAT THAT IT EFFECTIVELY PREVENTS ROOT PENETRATION AND THEREFORE,
T ERE ORE
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.
7. AVOID SPECIES THAT REQUIRE FULL SHADE, OR ARE PRONE TO WIND DAMAGE. EXTRA MULCHING AROUND THE BASE OF TREES AND SHRUBS IS STRONGLY RECOMMENDED AS A MEANS OF CONSERVING MOISTURE AND SUPPRESSING WEEDS,
CONTRACTOR REQUIREMENTS:
1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LAYOUT OF ALL WORK COVERED UNDER THESE 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 (COP)ES ARE
AVAILABLE FOR A FEE FROM
THE VIRGINIA CHAPT ER OF THE A MERICA N SOCIETY Y OF LANDSCAPE ARCHITECTS VIRGINIA NURSERYMEN'S ASSOCIATION, AND THE VIRGINIA S
N E SOCIETY OF LANDSCAPE DESIGNER
3. ALL PLANT MATERIAL SHALL MEET THE MINIMUM SPECIFICATIONS AND STANDARDS DESCRIBED IN THE CURRENT ISSUE OF THE AMERICAN STANDARD FOR NURSERY STOCK PUBLISHED THE AMERICAN ASSOCIATION OF NURSERYMEN, E SHED BY A 1250 STREET, NW, SUITE 500, WASHINGTON, DC 20005.
4. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND NOTIFY THE DESIGNER OF ANY VARIANCE FROM THE PLAN.
5. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THE LOCATION OF ANY ONSITE UTILITIES (CALL MISS UTILITY 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 TRANSPORTED L BE ANSPO ED I N THE CONTAINERS IN WHICH THEY AVE N
E H BEEN GROWN.
9. ALL PLANT MATERIAL N E
U L SS OTHERWISE SPECIFIED SHAL L 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 i SHADED W LL BE SH D 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 OR UANTITY. ANY SUBSTITUTIONS MUST B APPROVED Y E i
Q E B THE DESIGNER.
11 MINOR FIELD ADJUSTMENTS MAY BE NECESSARY DUE TO SITE CONDITIONS EX: T
( 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 SUFFICIENT TO CONTAIN THE ENTIRE ROOT BALL OR ROOT MASS, WITHOUT CRAMPING ROOT STOCK.
16. THE CONTRACTOR R OR SHALL MAINTAIN A ON E (l ) C A LEND A R YE AR 90%
CARE AND R EP LACEMENT WARRANTY FOR ALL PLANTINGS. THE PERIOD O F CARE AND REPLACEMENT SHALL BEGIN AFTER INSPECTION AND APPROVAL OF THE COMPLETE INSTALLATION OF ALL PLANTS AND CONTINUE N NUE 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 IL BA SI S,
18. THE CONTRACT T B
OR WILL NO E RESPONSIBLE F P T
OR PLANT MATERIAL THAT HAS BEEN DAMAGED BY VANDALISM FIRE OR OTHER ACTIVITIES BEYOND THE CONTRACTOR'S CONTROL.
FACILITY CONSTRUCTION
1. AN ED POND MAY A SERVE AS A SEDIMENT
BASIN DURING PROJECT CONSTRUCTION. IF THIS IS DONE THE VOLUME SHALL BE BASE D ON TH E MORE STRINGENT SIZING R ULE (EROSION SEDIMENT CONTROL REQUIREMENT VS. WAT ER Q UALITY TREATMENT
REQUIREMENT). INSTALLATION OF E PERMANENT RI SE R SHALL LL 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 ED POND IN MIND. THE BOTTOM ELEVATION OF THE ED POND SHALL BE LOWER THAN THE BOTTOM ELEVATION OF THE TEMPORARY SEDIMENT BASIN. APPROPRIATE PROCEDURES
SHALL BE IMPLEMENTED TO PREVENT DISCHARGE OF TURBID WATERS WHEN THE BASIN IS BEING CONVERTED INTO AN ED POND,
2. ED PONDS SHALL ONLY BE CONSTRUCTED AFTER THE CONTRIBUTING DRAINAGE AREA TO THE POND IS COMPLETELY STABILIZED. IF THE PROPOSED POND SITE WILL BE USED AS A SEDIMENT TRAP OR BASIN DURING THE CONSTRUCTION PHASE, THEN THE FACILITY WILL BE DEWATERED, DREDGED AND RE- GRADED TO DESIGN DIMENSIONS AFTER THE
ORIGINAL SITE CONSTRUCTION IS COMPLETE.
3, INSTALL E &S CONTROLS PRIOR
TO CONSTRUCTION OF THE BASIN, INCLUDING TEMPORARY DE- WATERING DEVICES AND STORMWATER DIVERSION PRACTICES. ALL AREAS SURROUNDING THE BASIN THAT ARE GRADED OR DENUDED DURING CONSTRUCTION SHALL BE PLANTED WITH TURF GRASS, NATIVE PLANTINGS, OR OTHER APPROVED METHODS
OF SOIL STABILIZATION.
4. CONTRACTOR SHALL EXCAVATE THE CORE TRENCH AND INSTALL THE SPILLWAY PIPE DURING THE ESC PHASE.
5. CONTRACTOR SHALL T
LL ALSO INSTALL THE RISER, OUTFLOW STRUCTURE AND /OR AND BARREL(S) DURING THE ESC PHASE TO ENSURE THE TOP INVERT OF THE OVERFLOW WEIR IS CONSTRUCTED LEVEL AT THE DESIGN ELEVATION.
6. THE CONTRACTOR SHAL L THEN CONSTRUCT THE EMBANKMENT AND ANY INTER T
INTERNAL BERMS IN 8 TO 12 -INCH LIFTS COMPACT THE LIFTS WITH APPROPRIATE EQUIPMENT.
7. UPON COMPLETION OF THE EMBANKMENT GRADING THE CONTRACTOR SHALL EXCAVATE /GRAD E UNTILTHE APPROPRIATE ELEVATION AND DESIRED CONTOURS ARE ACHIEVED FOR THE BOTTOM AND SIDE SLOPES OF THE ED POND.
8. CONTRACTOR SHALL THEN CONSTRUCT THE EMERGENCY SPILLWAY IN CUT OR STRUCTURALLY STABILIZED SOILS.
9. FINISH CONSTRUCTION OF
ALL OUTLET STRUCTURES, INCLUDING DOWNSTREAM RIP -
RAP APRON PROTECTION.
10. THE CONTRACTOR SHALL NEXT STABILIZE EXPOSED LS WITH TEMPORARY SE
E I W P ED MIXTURES APPROPRIATE FOR THE POND BUFFER. ALL AREAS ABOVE THE NORMAL POOL ELEVATI ON(S) SHALL BE PERMANENTLY STABILIZED BY HYDROSEEDING OR SEEDING OVER STRAW,
11. THE CONTRACTOR SHALL THEN INSTALL THE APPROPRIATE BASIN LANDSCAPING IN ACCORDANCE WITH THE APPROVED PLANS.
FACILITY MAINTENANCE:
MAINTENANCE OF ED PONDS IS DRIVEN BY ANNUAL INSPECTIONS THAT EVALUATE THE CONDITION AND PERFORMANCE OF THE POND. 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 FOREBAY.
2. MONITOR THE GROWTH OF WETLANDS, TREES AND SHRUBS PLANTED, AS APPLICABLE. RECORD THE SPECIES AND THEIR APPROXIMATE COVERAGE, AND NOTE THE PRESENCE OF ANY INVASIVE PLANT SPECIES, AS APPLICABLE.
3. INSPECT THE CONDITION OF STORMWATER INLETS TO THE POND FOR MATERIAL DAMAGE, EROSION OR UNDERCUTTING.
4, INSPECT THE BANKS OF UPSTREAM AND DOWNSTREAM CHANNELS FOR EVIDENCE OF SLOUGHING, ANIMAL BURROWS, BOGGY AREAS, WOODY GROWTH, OR GULLY EROSION THAT MAY UNDERMINE EMBANKMENT INTEGRITY.
5. INSPECT POND OUTFALL CHANNEL FOR EROSION, UNDERCUTTING, RIP -RAP DISPLACEMENT, WOODY GROWTH, ETC.
6. INSPECT CONDITION OF PRINCIPAL SPILLWAY AND RISER FOR EVIDENCE OF SPALLING, JOINT FAILURE, LEAKAGE, CORROSION OR OTHER FAILURES.
7. INSPECT CONDITION OF ALL TRASH RACKS, REVERSE SLOPED PIPES OR FLASHBOARD RISERS FOR EVIDENCE OF CLOGGING, LEAKAGE, DEBRIS ACCUMULATION OR OTHER FAILURES.
8. INSPECT MAINTENANCE ACCESS TO ENSURE IT IS FREE OF WOODY VEGETATION, AND CHECK TO SEE WHETHER VALVES, MANHOLES AND LOCKS CAN BE OPENED AND OPERATED.
9. INSPECT INTERNAL AND EXTERNAL SIDE SLOPES OF THE POND FOR EVIDENCE OF SPARSE VEGETATIVE COVER, EROSION, OR SLUMPING, AND MAKE NEEDED REPAIRS IMMEDIATELY.
FACILITY INSPECTION:
MULTIPLE INSPECTIONS ARE CRITICAL TO ENSURE THE BASIN(SO ARE PROPERLY CONSTRUCTED. BECAUSE THE TIMING OF THE INSTALLATION IS DICTATED BY THE CONTRACTOR, THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING THE ENGINEER AND INSPECTOR PRIOR TO INSTALLATION. MULTIPLE SITE VISITS AND INSPECTIONS ARE REQUIRED
TO BE SCHEDULED BY THE CONTRACTOR, WITH THE ENGINEER AND INSPECTOR, DURING THE FOLLOWING STAGES OF THE EXTENDED DETENTION BASIN'S CONSTRUCTION PROCESS:
1. PRE - CONSTRUCTION MEETING
2. INITIAL SITE PREPARATION (INCLUDING INSTALLATION OF PROJECT E &S CONTROLS)
3. EXCAVATION /GRADING (E.G., INTERIM /FINAL ELEVATIONS)
4. EXTENDED DETENTION BASIN INSTALLATION (E.G., INTERIM AND FINAL ELEVATIONS)
5. INSTALLATION OF THE EMBANKMENT, THE RISER /PRIMARY SPILLWAY, AND THE OUTLET STRUCTURE(S).
6. PLANTING PHASE (WITH AN EXPERIENCED LANDSCAPE ARCHITECT PRESENT)
7. FINAL INSPECTION (DEVELOP A PUNCH LIST FOR FACILITY ACCEPTANCE)
���V 77
�
! f
SCOTT R. COLLINS'
,U No. 35791 �__
� [1115 e
�IONAL E�'
z
0
E
W
a
z
O
P-1
U)
>
LU
U)
z
0
H °
U)
H
W
ce
tln tln
1-1 T-41
O N
4 L1
0 d
Z 9 0
O J
E Q (n to
Z Z
N m E E
a V) U O
o Z
z O 0
w ~
& U U
10� ce
CL a
In a
H N
W
fn In
ri rA
t 1 Ln ;`
L9
a)
T
1AMyo `
c
iiiiiiiIIiIiiiIIIiIIIIIIiIIIIiiIi
CO
0
go q4t
N
1
N
0
N
N
W
Q
W
J
I�w
>
co
t9W
z T_
O
W
U
I
W
Ul =)
t
W
W
IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII CC
�
U)
J
W
M
0 (<
V
0
0
TI
I
I
ON
9
OV
J
3: Uj
cd r h
V 1
W
U
O
NV Z
�"
Z -
W X 11-1
O LU -
2
n
c
Z
U E
13 .
W
� ?:W
,i1
0 ids n
2.
Or
1
Z =
Wz Of
J
10 Z
z
>>
L
N
li
0
0
2
I 1-1
J
Q
c
0
L
c
.
E
c
U
T
I
S
3
W
J -
r
W
L r
ce
Z -
rL
I V4
c
JOB NO. E
142109
Q
SCALE
NONE
SHEET NO.
11 1
S
r
>>
L
N
li
0
0
2
I 1-1
J
Q
c
0
L
c
.
E
c
U
T
I
S
3