HomeMy WebLinkAboutWPO201800043 Other 2018-04-050
PROJECT
PROJECT LOCATION MAP
PROJECT INFORMATION
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CLIENT: WOLF JOSEY LANDSCAPE ARCHITECTS
PHONE: 1-434-466-7472
EMAIL: PJOSEY@WOLFJOSEY.COM
ATTN: PAUL JOSEY
PROJECT AGENT: ECOSYSTEM SERVICES, LLC
PROJECT ENGINEER: KIP MUMAW, PE
1739-A ALLIED STREET
CHARLOTTESVILLE, VA 22903
540.239.1428
KIP@ECOSYSTEMSERVICES.US
PROPERTY OWNER: LIBERTY HALL FARM HOLDINGS, INC.
ATTN: GREY MCLEAN
EMAIL: GREY@ADIUVANS.ORG
PHONE- 434-977-0112
PROPERTY ADDRESS: 2798 LIBERTY HALL LANE CHARLOTTESVILLE, VA 22901
TOTAL ACREAGE OF DISTURBANCE: 3.4 - 5.0
PROJECT WATERSHED: RIVANNA
HYDROLOGIC UNIT CODE: 02080204
PERMIT COVERAGE PROVIDED BY USACE PERMIT # NAO-2017-02048
ZONING: RA
TAX MAP #: 43-24A
LIBERTY HALL STREAM RESTORATION
ALBEMARLE COUNTY, VIRGINIA
APPROVAL:
REGULATORY AUTHORITY SIGNATURE
REGULATORY AUTHORITY SIGNATURE
WP02018-00043
VICINITY MAP
SCALE: 1 " = 100'
TITTLE DATE
TIITLE DATE
PROJECT NARRATIVE
LOCATED IN ALBEMARLE COUNTY, VIRGINIA, THE PROPOSED PROJECT CONSISTS OF REMOVING A LEGACY EARTHEN DAM
HISTORICALLY USED AS A RECREATIONAL POND, RESTORING AND ENHANCING PORTIONS OF AN UNNAMED PERENNIAL TRIBUTARY TO
MECHUMS RIVER, AND CREATION OF EMERGENT RIPARIAN WETLANDS AROUND THE RESTORED CHANNEL. THIS PROJECT IS BEING
CONDUCTED AS AN AGRICULTURAL ACTIVITY AND THUS IS NOT SUBJECT TO VSMP PERMIT REGULATIONS PER ALBEMARLE COUNTY
CODE SEC. 17-303.
GENERAL NOTES
1. ALL BASEMAPPING AND TOPOGRAPHIC SURVEY INFORMATION IS PROVIDED BY ECOSYSTEM SERVICES. THE SURVEY OCCURRED
ON JANUARY 16TH, 2018.
2. ADDITIONAL BASE MAPPING OBTAINED FROM COUNTY GIS AND VGIN.
3. HORIZONTAL DATUM: NAD83 VIRGINIA STATE PLANE, SOUTH ZONE, US FOOT
4. VERTICAL DATUM: NAVD 88, US FOOT
5. THE CONTRACTOR SHALL CONTACT "MISS UTILITY' AT 811 OR 1-800-552-7001 PRIOR TO ANY LAND DISTURBING ACTIVITIES.
6. ALL WORK SHALL BE IN ACCORDANCE WITH FEDERAL, STATE, AND LOCAL STANDARDS.
7. ANY WORK THAT IS REQUIRED FOR THE SUCCESSFUL COMPLETION OF THE PROJECT AS SPECIFIED IN THIS SET OF PLANS BUT
NOT SPECIFICALLY ADDRESSED IN THE PLAN SET SHALL NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY TO COMPLETE
SUCH WORK.
8. THE PROJECT DOES NOT INCLUDE THE ADDITION OF ANY IMPERVIOUS COVER. NO INCREASE IN RUNOFF WILL RESULT FROM
THIS PROJECT.
9. NO WORK SHALL BEGIN WITHOUT ACQUISITION OF ALL LOCAL, STATE, AND FEDERAL PERMITS AND APPROVALS.
10. THE CONTRACTOR SHALL CONTACT ALBEMARLE COUNTY FOR A PRE -CONSTRUCTION MEETING PRIOR TO ANY LAND DISTURBING
ACTIVITIES.
11. SHOULD A DISCREPANCY BE FOUND IN THE PLAN SET, THE CONTRACTOR SHALL CONSULT WITH DESIGN ENGINEER PRIOR TO
COMPLETION OF SPECIFIC WORK.
12. ALL GRADING ACTIVITIES SHALL INCLUDE REMOVAL AND TEMPORARY STOCKPILING OF TOP SOIL, EXECUTION C)F GRADING, AND
REPLACEMENT OF TOPSOIL TO ACHIEVE FINAL GRADES.
13. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE TO EXISTING CONDITIONS AS A RESULT OF ITS WORK
PERFORMED DURING THE CONTRACT PERIOD. THIS RESPONSIBILITY SHALL INCLUDE RE -SEEDING DISTURBED AREAS AND
TEMPORARY ACCESS ROADS.
14. THE CONTRACTOR SHALL KEEP ALL EQUIPMENT AND STAGING MATERIAL INSIDE THE LIMITS OF DISTURBANCE UNLESS PRIOR
APPROVAL BY THE PROJECT ENGINEER IS PROVIDED.
15. CLEARING & GRUBBING SHALL BE CONFINED TO THOSE AREAS NEEDED FOR CONSTRUCTION ACCESS AND GRADING.
16. UNDER NO CIRCUMSTANCES ARE TREES OVER 10" DBH TO BE REMOVED WITHOUT PRIOR APPROVAL FROM THE PROJECT
ENGINEER UNLESS OTHERWISE SPECIFIED WITHIN THIS PLAN SET.
17. THE CONTRACTOR IS RESPONSIBLE FOR ALL TAKE -OFF QUANTITIES INCLUDING BUT NOT LIMITED TO FILL, STONE, AND
VEGETATIVE MATERIALS.
18. PLAN VIEW LOCATION OF STRUCTURES IS APPROXIMATE. STRUCTURE PLACEMENT SHOULD FOLLOW THE PROFILE VIEW AND
STRUCTURE DETAILS.
19. IF SITE OR CONSTRUCTION CONSTRAINTS PREVENT POOL OR STRUCTURE ELEVATIONS FROM BEING CONSISTENT WITH THE
PLAN SET, THE CONTRACTOR SHALL CONTACT THE PROJECT ENGINEER TO FIELD MODIFY THE ELEVATIONS.
20, ALL SECTION VIEWS ARE ORIENTED LOOKING DOWNSTREAM UNLESS OTHERWISE SPECIFIED.
21. IN CONFORMANCE WITH DPOR REGULATIONS, SECTION 54.1-112 INVITED BIDDERS MUST DISCLOSE (1) WHETHER BIDDER IS A
RESIDENT OR NONRESIDENT OF THE COMMONWEALTH, (II) WHETHER THE PROPER LICENSE OR CERTIFICATE HAS BEEN ISSUED
TO THE BIDDER, AND (III) THE INFORMATION REQUIRED OF THE BIDDER TO SHOW EVIDENCE OF PROPER LICENSURE OR
CERTIFICATION UNDER THE PROVISIONS OF THE ABOVE MENTIONED CORRESPONDING CHAPTER.
PROJECT MANAGER: WKM
DESIGNED:
MRR
DRAWN:
JAT/JNB
PROJECT #:
19-0002
DATE:
4/5/19
1739-A Allied Street
Charlottesville, VA 22903
540.239.1428
TH
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NOT FOR
CONSTRUCTION
No ago ma 4 W. _eA
SHEET INDEX
1. COVER
2. EXISTING CONDITIONS
3. PROPOSED PLAN
4. CONSTRUCTION CROSS SECTIONS
5. CONSTRUCTION DETAILS
6. CONSTRUCTION DETAILS - UPPER TERRACE
7. CONSTRUCTION DETAILS - LOWER TERRACE
8. CONSTRUCTION DETAILS
9, CONSTRUCTION DETAILS
10. EROSION AND SEDIMENT CONTROL
11. EROSION AND SEDIMENT CONTROL
12. OVERLAYS
13. EROSION AND SEDIMENT CONTROL DETAILS
14. EROSION AND SEDIMENT CONTROL DETAILS
15. PLANTING PLAN
REVISION:
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N N, Number
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EXISTING MAJOR CONTOURS (5')
JI
I Oriodendron tufipifera Tulip Poplar
THE EXISTING AGRICULTURAL POND WAS CONSTRUCTED IN APPROXIMATELY 1950. IT HAS A CONCRETE WALL SEPARATING
oopv 2 Liriodendron tulipifera Tulip Poplar 212, 6
N eav '_
EXISTING MINOR CONTOURS (T) THE STREAM FROM THE POND AND HAS A CONCRETE DAM STRUCTURE. THE CONCRETE WALL IS UNDERMINED AND _I
- 0 15
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BROKEN IN SEVERAL AREAS. THE STREAM FLOWED IN TO A LARGE PIPE AT THE DAM THAT HAS SINCE FAILED. THE 'I- 1_� "1 3 Liriodendron tulipifera Tulip Poplar 15.7
N, N_ , , &. I,',� , , 1 11 � 11-1 v
F—VI�-2-rhNirl (_1_-r0E:A4A 1NIC
-IRS THAT HAVE ALSO DETERIORATED, AND THE DAM HAS FAILED IN SEVERAL AREAS
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CONCRETE DAM HAS SEVERAL WE
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NTW— EXISTING WETLAND LIMITS RELEASING HIGH FLONAIS DOWNSTREAM AND, ERODING THE OUTFALL. THERE IS EXSTING VEGETATION ADJACENT AND ON
,,,Y or
'ED THE DAM. THE EXISTING POND HAS FILLED WITH SEDI M ENT TO A LARGE
THE DAM, WHICH HAS FURTHER COMPROMIS> 'oe N
EXISTING TREE
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ft
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EXTENT AND THUS HAS REDUCED THE PERM,ANENT POOL CAPACITY ALONG WITH THE DAM FAILURES. THERE IS BEDROCK
#14be Or ft* eel
GRADE CONTROL IN THE DOWNSTREAM CHAINNEL AND EVIDENT ALONG THE EXISTMG ACCESS ROAD. THE CURRENT
IZ
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rsft I
J OUTFALL CONFIGURATION PRODUCES A FISH PASSAGE BARRIER FROM DOWNSTREW TO UPSTREAM. IF LEFT
N� -OP-EXISTI G t"T,"
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-ew
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lk-% SEDIMENT DO�AINSTREAM AND CONTINUE TO, ERODE OVER MANY DECADES.
UNRESTORED, THE EXISTING DAM WILL CONIFINUE TO DETERIORATE AND ONCE FULY BREACHED MAY RELEASE BUILT UP
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Plotanus occidentafis
American Sycamore 219
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Pla to n us o cciden talis
jAmerican Sycamore 21.6
6
Oriodendron tulipifera
Tulip 22.3
7
Liriodendron tulipifera
Tulip Poplar 28.7
8
Junipersj5 virginiana
Eastern Red Cedar Z)Li
9
Platanus occidentafis
American Sycamore 18.8
10
Platanus occidentafis
American Sycamore 20�4
11
Pla to n us o cciden to h5
American Sycamore 17.4
12
Uriodendron tulipifera
Tulip Poplar 20�06
13
Liriodendron tulipifera
Tulip Poplar i9�5 i
14
Fagu-5 grandifolia
American Beech 8.2
15
Ace
tow
Red hilaple &4
"'Op
Acerrubrum Red Maple 19 Liriodendron tulipifera Tulip Poplar 21.9
30- 20 Liriodendron tulipifera Tulip Poplar 15,2
a Pine
r rubrurn Red Maple 7.6
16 Acer rubrum
3,TR fr-,
17 Pinu5 virg Virginic iniana
Tulip Poplar 23-0
21 Llriodendron tuliifera
22 Pinus virginiona Virginia Pine 5.7
23 ifolla American Beech 12�9
Fagus grand
EN _IG STR CE
a Virginia Pine 12.4
24 Pinus virginian
25 Froxinus pen Green Ash 10.9
n5ylvanica
26 Pinus virginiana Virginia Pine 14.
-err
MOO
27 Liriodendron tulipif a Tulip Poplar 34.5
21 Liridendron tulipifera Tulip Poplar 219
�or
29 Liriodendron tulipifera Tulip Poplar 29�6
30 Liriodendron tulipife-ra Tulip Poplar 28.6
31 Liriodendron tulipifera Tulip Poplar 242
32 Platanus occidentafi,5 American Sycamore 10.4
�0
33 Platanus occidentafts American Sycamore 12.8
34 03
Platanus occidentafts American Sycamore 11-
identa& American Sycamore 6.7
35 Pla to n u5 o cr-
216
0 36 Lirioden*on tuliffery Tudip Poplar
dron tulipife Poplar 1&4
37 Urioden ra Tulip
,e 38 briodendron tulipifera Tulip Poplar 13.9
Pignut Hickory 10�0
Carya glabra
op 17.7
40 Pinus tuedo Loblolly Pine
Carya glabra Pignut Hickory 10.0
41
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42 Carya glabra Pignut Hickory 0
Pignut Hickory
Carya glabra
f
44 Carya glabra Pignut Hickon/ 15�5
Pignut Hickory —FI;3.2
glabra
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DATE: 41/5119
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Chadoftesville, VA 22903 1
540.239.14200
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DESiGNED: MRR
DRA\ININ: JAT/JNB
PROJECT #: 19-0002
���4/5/�109
SHEET:
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CONSTRUCTION TI SPECIFICATION- REMOVAL OF WATER
.I. SCOPE
THE WORK CONSISTS OF THE REMOVAL OF SURFACE WATER AND GROUND WATER AS (NECESSARY TO PERFORM THE CONSTRUCTION REQUIRED BY THE
CONTRACT IN ACCORDANCE WITH THE SPECIFICATIONS. IT SHALL INCLUDE: (°I) CONSTRUCTING, INSTALLING, BUILDING, AND MAINTAINING ALL NECESSARY
TEMPORARY WATER CONTAINMENT FACILITIES, CHANNELS, AND DIVERSIONS; (2) FURNISHING, INSTALLING, AND OPERATING ALL NECESSARY PUMPS,
PIPING, AND OTHER FACILITIES AND EQUIPMENT; AND (3) REMOVING ALL SUCH TEMPORARY WORKS AND EQUIPMENT AFTER THEIR INTENDED FUNCTION IS
NO LONGER REQUIRED.
2. DIVERTING SURFACE WATER
THE CONTRACTOR SHALL INSTALL, MAINTAIN, AND OPERATE ALL COFFERDAMS, CHANNELS, FLUMES, SUMPS, AND ALL OTHER TEMPORARY DIVERSION AND
PROTECTIVE WORKS NEEDED TO DIVERT STREAMFLO` V AND OTHER SURFACE WATER THROUGH OR AROUND THE CONSTRUCTION SITE. CONTROL OF
SURFACE WATER SHALL BE CONTINUOUS DURING THE PERIOD THAT DAMAGE TO CONSTRUCTION WORK COULD OCCUR. UNLESS OTHERWISE SPECIFIED
AND/OR APPROVED, THE DIVERSION OUTLET SHALL BE INTO THE SAME DRAINAGEWAY THAT THE WATER WOULD HAVE REACHED BEFORE BEING DIVERTED
THE CONTRACTOR SHALL FURNISH THE CONTRACTING OFFICER, IN WRITING, A PROPOSED PLAIN FOR DIVERTING SURFACE WATER BEFORE BEGINNING ANY
CONSTRUCTION ACTIVITIES FOR WHICH A DIVERSION IS REQUIRED, UNLESS WAIVED IN SECTION 3 OF THIS SPECIFICATION. ACCEPTANCE OF THIS PLAN OR
THE WAIVING OF THE PLAN REQUIREMENT WILL NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITIES RELATED TO THIS ACTIVITY DURING THE
PROCESS OF COMPLETING THE WORK AS SPECIFIED.
3. DEEWATERII' G THE CONSTRUCTION SITE
FOUNDATIONS, CUTOFF TRENCHES, AND ALL OTHER PARTS OF THE CONSTRUCTION SITE SHALL BE DEWATERED AND KEPT FREE OF STANDING WATER AND
MUDDY CONDITIONS AS NECESSARY FOR THE PROPER .EXECUTION OF THE WORK. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN
ALL DRAINS, SUMPS, PUMPS, CASINGS, WELL POINTS, AND ALL OTHER EQUIPMENT REQUIRED TO PROPERLY DEVVATER THE SITE AS SPECIFIED.
DEWATERING SYSTEMS THAT CAUSE A LOSS OF SOIL FINES FROM THE FOUNDATION AREAS WILL NOT BE PERMITTED.
CONSTRUCTION 'IFI A I o EARTHFILL AND GRAVELFILL
1. SCOPE
THE WORK CONSISTS OF THE CONSTRUCTION OF THE PROPOSED CHANNEL AS REQUIRED BY THE DRAWINGS AND SPECIFICATIONS.
2, P ATEIRIAL
ALL FILL MATERIAL SHALL BE OBTAINED FROM REQUIRED EXCAVATIONS AND APPROVED BORROW AREAS. THE SELECTION, BLENDING
ROUTING, AND DISPOSITION OF MATERIAL IN THE VARIOUS FILLS SHALL BE SUBJECT TO APPROVAL BY THE GEOTECHNICAL ENGINEER.
FILL MATERIALS SHALL CONTAIN NO FROZEN SOIL, SOD, BRUSH, ROOTS, OR OTHER PERISHABLE MATERIAL. ROCK PARTICLES LARGER THAN
THE MAXIMUM SIZE SPECIFIED FOR EACH TYPE OF FILL SHALL BE REMOVED PRIOR TO COMPACTION OF THE FILL.
EARTHFILL IS COMPOSED OF NATURAL EARTH MATERIALS THAT CAN BE PLACED AND COMPACTED BY CONSTRUCTION EQUIPMENT OPERATED
IN A CONVENTIONAL MANNER.
THE TYPES OF MATERIAL USED IN THE VARIOUS FILLS SHALL BE SPECIFIED AS ONE OF THE TYPES DESCRIBED ABOVE OR AS DESCRIBED ON
THE DRAWINGS.
3. PLACEMENT
EARTHFILL SHALL BE PLACED IN APPROXIMATELY HORIZONTAL LAYERS. THE THICKNESS OF EACH LAYER BEFORE COMPACTION SHALL NOT
EXCEED THE MAXIMUM THICKNESS SPECIFIED. MATERIALS PLACED BY DUMPING IN PILES OR WINDOWS SHALL BE SPREAD UNIFORMLY TO NOT
MORE THAN THE SPECIFIED THICKNESS BEFORE BEING COMPACTED.
HAND COMPACTED EARTH BACKFILL SHALL BE PLACED IN LAYERS VVHOSE THICKNESS BEFORE COMPACTION DOES NOT EXCEED THE MAXIMUM
THICKNESS SPECIFIED FOR LAYERS OF EARTH BACKFILL COMPACTED BY MANUALLY DIRECTED POWER TAMPERS.
THE CONTRACTOR SHALL FURNISH THE ENGINEER, IN WRITING, A PROPOSED PLAIN FOR DEWATERING BEFORE COMMENCING WITH ANY CONSTRUCTION EARTH BACKFILL SHALL BE PLACED IN A MANNER THAT PREVENTS DAMAGE TO PREVIOUSLY INSTALLED STRUCTURES AND ALLOWS THESE
ACTIVITY FOR WHICH DEWATERING MAY BE REQUIRED, UNLESS WAIVED IN SECTION B OF THIS SPECIFICATION, ACCEPTANCE OF THIS PLAN OR THE WAIVING STRUCTURES TO ASSUME THE LOADS FROM THE EARTH BACKFILL GRADUALLY AND UNIFORMLY. THE HEIGHT OF THE EARTH BACKFILL
OF THE PLAN REQUIREMENT WILL NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITIES FOR COMPLETING THE SPECIFIED WORK. ADJACENT TO A STRUCTURE SHALL BE INCREASED AT APPROXIMATELY THE SAME RATE ON ALL SIDES OF THE STRUCTURE.
4. EROSION AND POLLUTION CONTROL
40 CONTROL OF MOISTURE CONTENT
REMOVAL OF WATER FROM THE CONSTRUCTION SITE, INCLUDING THE BORROW AREAS, SHALL BE ACCOMPLISHED SO THAT EROSION AND THE DURING PLACEMENT AND COMPACTION OF EARTHFILL AND EARTH BACKFILL, THE MOISTURE CONTENT OF THE MATERIAL BEING PLACED SHALL
TRANSPORTING OF SEDIMENT AND OTHER POLLUTANTS ARE MINIMIZED. DEWATERING ACTIVITIES SHALT_ BE: ACCOMPLISHED IN A MANNER THAT THE WATER BE MAINTAINED WITHIN THE SPECIFIED RANGE. UNLESS OTHERWISE SPECIFIED, THE FILL MATERIAL SHALL BE MOIST ENOUGH SO THAT
TABLE WATER QUALITY IS NOT ALTERED. MATERIAL CAN BE FORMED INTO A BALL BETWEEN THE HANDS WITHOUT CRUMBLING. IF THE BALL CRUMBLES, THE MATERIAL IS TOO DRY. IF
THE BALL E>CI RUDES OUT OF THE HAND WHEN SQUEEZED TIGHTLY, THE MATERIAL IS TOO WET.
& REMOVAL OF TEMPORARY WORKS
WHEN TEMPORARY WORKS ARE NO LONGER NEEDED, THE CONTRACTOR SHALL REMOVE AND RETURN THE AREA TO A CONDITION SIMILAR TO THAT WHICH
EXISTED BEFORE CONSTRUCTION. AREAS WHERE TEMPORARY WORKS WERE LOCATED SHALL BE GRADED FOR SIGHTLY APPEARANCE WITH NO
OBSTRUCTION TO NATURAL SURFACE WATER FLOWS OR THE PROPER FUNCTIONING AND ACCESS TO THE WORKS OF IIMPROVEMENT INSTALLED. THE
CONTRACTOR SHALL EXERCISE EXTREME CARE DURING THE REMOVAL STAGES TO MINIMIZE THE LOSS OF COIL SEDIMENT AND DEBRIS THAT WAS TRAPPED
DURING CONSTRUCTION. PIPES, CASINGS, AND ANY OTHER MATERIAL USED TO DEWATER THE SITE SHALL BE REMOVED FROM TEMPORARY WELLS. THE
WELLS SHALL BE FILLED TO GROUND LEVEL WITH CLEAN GRAVEL OR OTHER SUITABLE MATERIAL APPROVED BY THE CONTRACTING OFFICER. THE
CONTRACTOR SHALL EXERCISE EXTREME CARE TO PREVENT POLLUTION OF THE GROUND WATER BY THESE ACTIONS.
CONSTRUCTION SPECIFICATION- EXCAVATION
1. SCOPE
THE WORK SHALL CONSIST OF THE EXCAVATION REQUIRED BY THE DRAWINGS AND SPECIFICATIONS AND DISPOSAL OF THE EXCAVATED MATERIALS.
2. CLASSIFICATION
EXCAVATION IS CLASSIFIED AS UNCLASSIFIED EXCAVATION IN ACCORDANCE WITH THE FOLLOVVIING DEFINITION.
UNCLASSIFIED EXCAVATION IS DEFINED AS THE EXCAVATION OF ALL MATERIALS ENCOUNTERED, INCLUDING ROCK MATERIALS, REGARDLESS OF THEIR
NATURE OR THE MANNER IN WHICH THEY ARE REMOVED.
S. UNCLASSIFIED EXCAVATION
EXCAVATION DESIGNATED AS UNCLASSIFIED EXCAVATION SHALL INCLUDE ALL MATERIALS ENCOUNTERED REGARDLESS OF THEIR NATURE OR THE MANNER
IN WHICH THEY ARE REMOVED. WHEN EXCAVATION IS UNCLASSIFIED, NONE OF THE DEFINITIONS OR CLASSIFICATIONS STATED IN SECTION 2,
CLASSIFICATION, SHALL APPLY.
4. USE OF EXCAVATED MATERIAL
SUITABLE MATERIAL FROM THE SPECIFIED EXCAVATIONS MAY BE USED IN THE CONSTRUCTION OF REQUIRED EARTHFILL OR ROCKFILL. THE SUITABILITY OF
MATERIAL FOR SPECIFIC PURPOSES IS DETERMINED BY THE ENGINEER.
. DISPOSAL OF WASTE MATERIALS
ALL SURPLUS OR UNSUITABLE EXCAVATED MATERIALS ARE DESIGNATED AS 4/\1A9TE AND SHALL BE DISPOSED OF AT THE LOCATIONS SHOWN ON THE
DRAWINGS.
6, BORROW EXCAVATION
u) WHEN THE QUANTITIES OF SUITABLE MATERIAL OBTAINED FROM SPECIFIED EXCAVATIONS ARE INSUFFICIEINT TO CONSTRUCT THE SPECIFIED EARTHFILLS
D
rn AND EARTH BACKFILLS, ADDITIONAL MATERIAL SHALL BE OBTAINED FROM THE DESIGNATED BORROW AREAS}. THE EXTENT AND DEPTH OF BORROW PITS
cwa WITHIN THE LIMITS OF THE DESIGNATED BORROW AREAS SHALL BE APPROVED BY THE ENGINEER.
vatBORROW PITS SHALL BE EXCAVATED AND FINALLY DRESSED TO BLEND WITH THE EXIST IING TOPOGRAPHY ANID SLOPED TO PREVENT POND ING AND TO
PROVIDE DRAINAGE.
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THE APPLICATION OF WATER TO THE EARTHFILL MATERIAL SHALL BE ACCOMPLISHED AT THE BORROW AREAS INSOFAR AS PRACTICABLE.
WATER MAY BE APPLIED BY SPRINKLING THE MATERIAL AFTER PLACEMENT ON THE EARTHFILL, IF NECESSARY. UNIFORM MOISTURE
DISTRIBUTION SHALL BE OBTAINED BY DISKING.
MATERIAL THAT IS TOO VVET, WHEN DEPOSITED ON THE EARTHFILL SHALL EITHER BE REMOVED OR BE DRIED TO THE SPECIFIED MOISTURE
CONTENT PRIOR TO COMPACTION.
IF THE TOP SURFACE OF THE PRECEEDING LAYER OF COMPACTED EARTHFILL OR A FOUNDATION OR ABUTMENT SURFACE IN THE ZONE OF
CONTACT WITH THE EARTHFILL_ BECOMES TOO DRY TO PERMIT SUITABLE BOND, IT SHALL EITHER BE REMOVED OR SCARIFIED AND MOISTENED
BY SPRINKLING TO AN ACCEPTABLE MOISTURE CONTENT BEFORE PLACEMENT OF THE NEXT LAYER OF EARTHFILL.
THE MOISTURE CONTENT FOR GRAVEL FILL SHALL BE ADEQUATE TO) INSURE A FIRM, UNIFORM COMPACTED LAYER.
17 39- Allied Street
G-h-,@rlottes ille, A, 03
540.239. 1420
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DESIGNED: MRR
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PROJECT 4: 19-0002
DATE: 414I1 J
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FILTE
HEADERS
COBBLE NJ
PLAN VIEW
CHANNEL WIDTH
[--------(SEE TYPICAL SECTION) —
HEADER BOULDER
TOOTER BOULDER
FILTER FABRIC
PROPOSED
GROUND
PROPOS
GROUNE
STEP LENGTH [--(SEE PROFILE)_
O
0-0
0
PROFILE
(SECTION —A')
CHANNEL WIDTH
(SEE TYPICAL SECTION) _
— - !j
(SECTION —U)
SILL BOULDER (TO DE KEYED
NTO DANK MINIMUM 2 FT)
Lu T
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DER BOULDER
� ,DTER BOULDER
ROCK STEM' DEVIL
NOT TO SCALE
COBBLE SIZING
SPECIFICATIONS
D50
1. ALL STONES ARE TO BE IMBRICATED STONE.
2. GAPS BETWEEN BOULDERS SHALL BE
MINIMIZED BY FITTING BOULDERS
TOGETHER, PLUGGING WITH STRUCTURE
STONE CLASS A AND SELECT MATERIAL OR
CHINKING STONE APPROVED BY DESIGN
ENGINEER, AND LINING WITH FILTER FABRIC.
3. DIMENSIONS AND SLOPES MAY BE
ADJUSTED TO FIT BY THE DESIGN
ENGINEER.
4. CONTRACTOR WILL BE REQUIRED TO FIT
BOULDERS TIGHTLY.
5. FOOTER BOULDERS AND MANE BOULDERS
SHALL BE NATIVE STONE OR SHOT ROCK,
CUBICAL OR RECTANGULAR IN NATURE.
6. SLOPE OF VANE FROM CENTERLINE TO THE
TOP OF THE VANE ARM SHALL BE 2-5%.
7. VANE ARM LENGTHS SHALL VARY
DEPENDING ON POOL LENGTH, RADIUS
CURVATURE AND CHANNEL INVERT
ELEVATION.
8. THE ELEVATION OF EACH GRADE CONTROL
STRUCTURE SHOULD BE EQUAL TO OR
GREATER THAN THE ELEVATION OF THE TOP
OF THE FOOTER CROCKS DIRECTLY
UPSTREAM.
9. FILTER FABRIC SHALL BE PLACED ON THE
UPSTREAM 'SIDE OF THE STRUCTURE TO
PREVENT WASHOUT OF SEDIMENT
THROUGH BOULDER GAPS. FILTER FABRIC
SHALL EXTEND FROM THE BOTTOM OF THE
FOOTER BOULDER TO THE FINISHED GRADE
ELEVATION AND SHALL BE PLACED THE
ENTIRE LENGTH OF THE STRUCTURE.
TYPICAL MATTING DETAIL ALTERNATIVE B/M DETAIL FC)P
N.Q.S. CHNNELa°PPLI
COIR FIBER MATTING —
FROM TOE OF CHANNEL
TO 2'BEYOND BANKFULL
PROPOSED TOE OF
CHANNEL SLOPE
PROPOSED TOP OF
CHANNEL SLOPE
BANKFULL WIDTH
0
KEY MATTING MIN. 6"
INTO TOE OF SLOPE
a-
5,
BANKFULL WIDTH
0
U-
2" LONG 1 2" WC)OD STAKES
OVERLAP
BACKFILL
2' LONG °I "X2„
WOOD STAKES
SPECIFICATIONS
APPARENT
GRAB TENSILE
PUNCTURE
WEIGHT —TYPICAL
OPENING SIZE
STRENGTH MINI
STRENGTH
MAX. (M M)
(LBS)
(LBS)
—
8 OZ/SY (ASTM
0.212 (ASTM
120 (ASTM
65 (ASTM
D-5261)
D-4751)
D-4632)
D-4833)
SOIL STABILIZATION MATTING SPECIFICATIONS
GRADED SLOPES & STREAM BANK
1. MATTING SHALL BE WOVEN MACHINE SPUN BRISTLE COIR TWINE MADE
OF COIR FIBER OBTAINED FROM FRESH WATER CURED COCONUT HUSKS.
2. SOIL STABILIZATION MATTING SHALL CONFORM TO THE FOLLOWING
SPECIFICATIONS:
WEIGHT: 29 OZ/SY (ASTM D 3776)
THICKNESS: 0.35 IN. (ASTM D 1777)
DRY TENSILE STRENGTH:
MACHINE DIRECTION — 2024 LBS/SF
CROSS DIRECTION — 1160 LBS/SF
(ASTM D 4595)
WET TENSILE STRENGTH:
MACHINE DIRECTION — 1776 LBS/SF
CROSS DIRECTION — 936 LD SISF
(ASTM D 4595)
OPEN AREA: 38%
SET INVERT ELEVATION BASED—
ON DESIGN PROFILE
TRANSPLANTS
OR LIVE STAKES_::::_ \ , EROSION CONTROL a
a
MATTING STAGE
TOP OF STREAM BANK
BAaEFLOW
HEADER
101
LOG
w
._FOOTER
LOG
_
....
r .>. .a
'�vA
5` MINIMUM
5' MINIMUM
d e
$tiy r � e 4 a
Y p�
BURIED INTO
BURIED INTO
s
BANK
BANK
SECONDARY
AND WOODY DI
ELEVATION
PLAN illE
PRIMARY LOGS SPACE
EVERY 8'-12'
7E OF STREAM BANK
)P OF STREAM BANK
-,FILL WITH
ALLUVIUM
AIOVEN
GEOTEXTILE FABRIC
(TYPICAL)
HEADER —
LOG
NOTES:
1. PRIMARY LOGS SHOULD BE AT LEAST 12'' OR MORE IN DIAMETER, RELATIVELY STRAIGHT, HARDWOOD
AND RECENTLY HARVESTED AND EXTENDING INTO THE BANK 5' ON EACH SIDE ('17' NIINIMUM)
2. SECONDARY LOGS SHOULD BE: AT LEAST 4'' IN DIAMETER AND NO LARGER THAN 10'' AND EXTEND INTO
THE BANK 3' ON EACH SIDE. WOODY DEBRIS MATERIAL SHALL BE VARYING DIAMETER TO ALLOW
MATERIAL TO BE COMPACTED.
4. RIFFLES TO BE BACKFILLED WI7H SALVAGED GRAVEL IriATERIAL OR APPROVED ALTERNATIVE
3, NON -WOVEN GEOTEXTILE FABRIC SHOULD BE NAILED TO THE HEADER LOG BELOW THE BACKFILL.
4. AFTER TRENCH HAS BEEN EXCiAVATED A LAYER OF SECONDARY LOGS AND WOODY DEBRIS SHOULD BE
PLACED WITH MINIMAL GAPS. A, LAYER OF ON -SITE ALLUVIUM SHOULD BE APPLIED TO FILL VOIDS
BETWEEN SECONDARY LOGS BEFORE ADDITIONAL LAYERS ARE PLACED.
5. SEE TYPICAL SECTION FOR CHMNNEL DIMENSIONS.
CLASS D - NONWOVEN GEOTE TILE FABRIC SPECIFICATIONS
WEIGHT —TYPICAL APPARENT OPENING GRAB TENSILE STRENGTH
SIZE MAX. (MM) STRENGTH MIN (LBS) STRENGTH (LASS)
8 OZ/SY (ASTM D-5261) 0.212 (ASTM D-4751) 120 (ASTM D-4632) 65 (ASTM D-4833)
BACKFILL WITH
SUITABLE ON -SITE
ALLUVIUM
RIFFLE
NOT TO SCALE
SECTION A -A
24'' MINIMUM DEPTH
-PROFILE B-B
SECONDARY LOGS
AND WOODY DEBRIS
1 O t
1739 flied Street
C'hrIOttesvIlle, VA 22903
540.239.1428
N ems/ 3 F O R
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PROJECT MANAGER: �0
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DRAWN: JATIJNB
PROJECT #: 19-0002
DATE: 414/19
SHEET:
CROSS SECTION VIEW
SLIGH I L 9 Hli%H ER TH £ R B R llf �1 1i l
/IAf I ING
SOIL LIFT NOTES
1. EXCAVATE STREAM BANK AND CREATE A FLAT BENCH FROM TOP OF BANa�
TO STREAM BED.
2. SOIL STABILIZATION MATTING SMALL BE PLACED FROM THE FRONT OF THE
BENCH, EXTENDING APPROXIMATELY 2 FEET ONTO THE BENCH. SECURE
THE BACK END OF THE MATTING WITH SOD STAPLES TO PREVENT
MOVEMENT DURING BACIKFILL OPERATIONS. EXCESS MATTING WILL
EXTEND TOWARD THE CENTER OF THE CHANNEL AND SHOULD BE FOLDED
OR ROLLED TO AVOID TEARS OR PUNTURES BY EQUIPMENT.
3. WHERE SOIL STABILIZATION MATTING ROLL ENDS OVERLAP
(PERPENDICULAR TO STREAM PROFILE), OVERLAP MATTING A MINIMUM OF
5 FEET. ONE WIDTH OF MATTING (3 FEET) IS TO BE USED FOR THE SOIL
LIFT. NO OVERLAP OF MATTING EDGES IS ALLOWED.
4. BACKFILL FROM BACK EDGE OF MATTING TO MEET THE PROPOSED GRADE
AND COMPACT TO FOR A 3:1 SLOPE.
5. APPLY PERMANENT SEED MIX TO FRONT PORTION OF LIFT.
6. EXTEND EXCESS SOIL STABILIZATION MATTING ALONG SURFACE OF SLOPE
AND ACROSS TOP OF LIFT A MINIMUM OF THREE FEET, PULLING MATTING
TAUT BUT NOT STRETCHED SUCH THAT CONTACT WITH SOIL IS MAINTAINED
IN ALL AREAS.
7. REPEAT STEPS 2 THROUGH 6 UNTIL DESIRED ELEVATION IS MET.
3, FOR TOP AND FINAL SOIL LIFT EXTEND EXCESS SOIL STABILIZATION
MATTING ALONG SURFACE OF SLOPE AND ACROSS FLOODPLAIN A MINIMUM
OF THREE FEET, PULLING MATTING TAUT BUT NOT STRETCHED SUCH THAT
CONTACT WITH SOIL IS MAINTAINED IN ALL AREAS.
9. 9. FEY SOIL STABILIZATION MATTING INTO FL OODPLAIN A MINIMUM OF 6
INCHES ON REAR EDGE OF SOIL LIFT.
BRUSH TOE NOTES:
1. FOOTER LOGS SHALL BE USED TO ESTABLISH
FOUNDATION UNDERNEATH BRUSH TOE MATERIAL.
2. FOOTER LOGS SHALL DE A HARDWOOD SPECIES
WITH A MINIMUM TRUNK DIAMETER OF 6".
3. LENGTH OF FOOTER LOGS SHALL BE A MINIMUM OF
Z BEYOND BANKFULL STAGE AND A MINIMUM OF 5'
INTO THE BANK, WHICHEVER IS GREATER.
4. PLACE FOOTER LOGS BOTH PERPENDICULAR AND
PARALLEL TO FLOW.
5. PLACE BRUSH TOE MATERIAL PERPENDICULAR TO
FOOTER LOGS. BRUSH MATERIAL CAN CONSIST OF
SMALL LOGS, LIMBS, TREE TOPS AND BRUSH.
6. BRUSH MATERIAL SHALL BE COMPACTED WITH
TEMPORARY COUNTER WEIGHT OR OTHER METHOD
PRIOR TO BACKFILLING OVER THE FILLER MATERIAL.
7. WHEN BACKFILLING AROUND BRUSH MATERIAL, TOP
DRESS AND COMPACT WITH STONE OR SOIL TO
FIRMLY SECURE AND FILL ALL GAPS,
TOE D TOE
DETAIL
I
I
CONSTRUCTED RIFFLE
-- NOT TO SCALE
SILLS (ROCK AND/OF
WOOD TO BE USE[
WHIERE SPECIFIE[
NATURAL FIBER 'y
r
r'.
4 BOULDERSSILL
—
1
r TO BE
! #
KEYEDINTO
BANK MIN. 3-5
VA
fFEET
GLIDEAND SLOPE
VARY, SEE PRO)FILE SHEETS
RIFFLE MATERIAL
(GRADED MIXT.B.D.)
SECTION A- A'
FLOW
LENGTH AND SLOPE VARY,
SEE PROFILE SHEETS
CROSS SECTION A -A'
25'-1.5'
�a
WOODY DEBRIS
1, IF CLAY, BEDROCK, OR ANY OTHER UNSUITABLE/RESTRICTIVE
MATERIAL IS ENCOUNTERED IN SUBGRADE THEN CONSULT WITH
WOODY y DESIGN r PRIOR TO INSTALLATION TO DETERMINE j
LL
\s\ f f r \{ \SUITABLE ALTIERNATIVE,
'�\i:THY{A \\�✓,.
.
own
s
RGC MATERIAL TO
LIMITS OF RIFFLE TOP OF BANK EXTE�\JD A MIN. 6'' FROM -
BED MATERIAL
THALW
2OTTOM OF
GE
# BR I e ;M-k ev t
FLAN EVV
EXTENTS
RIFFLE MATERIAL GRADATION (IN)
D16 D30
D50
D34 D95
1.92 3.60
12.00
16.03 17.40
CROSS SECTION B-B'
SEE BANK
GRADING
DETAIL
RUN LENGTH AND SLOPE VARY,
SEE PROFILE SHEETS
BOULDER/LOG SILLS TO BE
USED WHERE SPECIFIED ON
PROFILE AND STRUCTURE
TABLE
CLASS D GEOT EXTILE FABRIC
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1 73-A Allied Street
Charlofte svillo, k/A 22903
540.239.1 42C
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PROJECT MANAGER: WISM
DESIGNED: MRR
DRAWN: JAT/J N B
PROJECT 4. 19-0002
DATE: 414/19
SKEET:
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i SEQUENCE OF CONSTRUCTION � I I'll - I., I 11 I . -1 - . . I "I I I 1� , " I I I I 1� I ?. . � 'I,, I ; I � I
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,
I 1. Construction Access r?, ESC I � , I , 1, � , I � '. -, - I , , /, I 1�', I /, " / _1 ,� 'I�' I �, / , , - . �, ", �, -1
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a. Arborist to select remove trees (no stump removal) to minimize disturbance. Contractor to coordinate with arborist (W.C.) on hardwood tree removal and save 10'-20' section �� � , I ,� �� / � " , I � , �' I 1, . . � , 1, I � ; , 1 I , �, � , � � . "I , �1 I
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of tree for instream structure and pond haWtat placement I I 1 I I , I I fl` �� , , I , , / � I I I , I I I - I - I ,- �,
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- SF , I ,,,,, �", " -11
SILT FENCE , e, ,( �
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I , b. Construct Temporary Stream Crossing at beginning of project. Construct Construction Entrance (CE) and mulch haul/access road per plans and install perimeter / I ,� , "I - J f J, - � I I -,r ',_ ' 1 ,Z" " , , ( �, ,` � - , , , . ,� , I , t r J " I '", �� I , - e_"-- ��,_____ - _ " " ,_*,
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I �, � I ", I I I � '"'I I I 1 � / , I ` f "',_ - - 'Idl:, - ;.,", I
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controls. Remove tree limbs and vegetation less than 12" dbh as necessary Ir � � /I '. I I I � , - �11 � I I I , I - , ,,� *_ I , �, I ". , V - " r / �' _ ,� � , "_`-, 11", , ;. �/, 1j, " 11 , �1' � . ,� '(5 , X X Y K;��- "
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"'', 2. Dewatering/Demo I � " I I �,� I I ; �, �� , "", , 11 "I /;" I ,.- ,/ � � 11, �,�,� " ' . �1� r' / ", , , 1, r " � ,,,/ -� . . ,,;,�� , 1, � � � -, , "I � I 11 "" - 0 "�le ." X X -
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LIMITS OF DISTURBANCE I I I � ,� , / " " '' " /,, , ,", , , , , � - , �, , "I "I - � .11 I I " , I ': J ,� I I I I - , , , 4 ', ,,, 1 I I �, L _,"'x �X � _____1
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I a. Clear trees in coordinationwith arborist (no stump removal) as necessary for equipment access. Hardwood trees to be stod(piled and sufficient 10'-20' material to he used for / " , �� � / 11 .1 ; ) ; I I ./ ,�' I 1 -:4 , r� I - , , � �, , � , I I 1� , I 11 "', ,,, '. , ,
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instrearn structure and pond habitat placement. �,, ,�� ,� -- "I - - - � , 1 I �', I 1 / / ,L -
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" b. Install diversion outlet from existing concrete dam. Notch concrete or pump to dewater to elevation 464. Ensure water is discharged to dewatering structure. Establish pump � . ., . I I" " ) , - �,,� " , �/ , _� ,� I �' � , / , , I / " " 1 , , � , , �� I � I � I , - 11 M X
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r around as shown on plans. Discharge to filter bag or approved sediment trap downstream of construction. Pump around is to move downstream 'with construction. , I 11 � , , . � ', I " 1, I " , , , I .. "I I I , ,) ", .1 � 11 � - I I I - F
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STAGING/EXCAVATION AREA I- , , , I � 1, " ('�,� , I I � I' " , , _/ , , I r , , 1) � I I � � "_,
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I c. Remove concrete wall and concrete/earthen dam as shown on plans ,01 11 11 .11 - I 'r �' " �` ,,e , , , / , , ."-sl, 1 '' " /, �� ", , I I , I , / I I , I � I . " "
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a. Remove material to finished grade and install Sump Pits as necessary to dewater for material re I- , , I
PROPOSED CONTOUR - 11 J-1. . I I I _� '' , � r, " , �J I � I , , � Y -,--,,
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b. Compact or import material and mix in pond bottom material at final grade 1 , - ,� I I , ( � '1",'' � �, I , , - I � [ , l IQ
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c. Material to be stockpiled and ultimately spread in the location of the borrow area ''I I ,, , ''I I/ 1 I '. f, I 1 13 , ly 'I, I 1, d /I , �11411 1 1 �, � ;1 T " "I X X 11 I 11 �
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� 4. Stream Restoration � � 't ,,, �, � I ,/ I / '. , I" � / ; � , / 1 ,/, , " ,-. I I I - , � I ""
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EXISITNG MINOR CONTOUR 1 4 1 11 , , I �11' I � ; I . I " j , , , I , , � �/ , .1 I , I I I J", -"-/,, " I � I � �, � I , X � ,;X i_, ", �"__" -
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a. Grade restored stream channel from upstrearn to downstream as shown on plans and install temporary stream crossing log riffle structures, cascade, and stone step l I I , I � I , , I , , �, , /' , � �', , /. � , , I � � � !11 I I � I I I "I I I X , , , "�,, ",A_
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I I structures as shown on plans. Stream should be stabilized with matting at the end of each day. Material for fill should be borrowed from the designated field borrow area. ':,-, "' , 1, I I 1-1 Il", _ , � " 1 , � /1, , " " �` , � Zj , 11 � I ,/ I I I I � , � , , � J" - . , � / .1 ,- .1 ! ,e , I '. /, , .. I ,, �, , ; , Y r ) ,� � � � 1, � I ,- , , , I , " 1,` 1_1 I �',
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"I - b. Remove or move temporary stream crossing as necessary during construction. I - 11 I , -, , - , " / I/ , ' , � ". 11 " " I "� , ,, , , e �/ ,,, .1 ,� , I/ , , / � I � - � 01' I'm V/ 11 I , I/ , '.
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EIXISITNG MAJOR CONTOUR 1111 111 _____ I , . � I ./ I , I ,��', , , , /,r '/ / 1� 1 � - , " � " . ", - , � , ��, / ; ;, � , , , �� � . . I I x t" �, / 11
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I/ 1� c. Bedrock has been identified in the area of the spillway/cascade step -pool. Field changes to grades may be required in this section during construction to utilize bedrock �' ", .: 11 , , , % , : � � f ", � , " �, ! � � ro , '', r� ,,,, " Y 7 , v I � � I 11 , . I �,�' A X 7 I I � -I'
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� control,where possible to enhance natural aesthetic and functioning I I - �. 1_11'. �, I � I � � - ", , ) �' 11 I 1� i , , k 114 , V, j 11
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EXISTING TREE , 5. Final Stabilization 77'- �-.-- , " . I , , /' -1; , I � , � , ",,, r � " , � � � I I " ;
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� �111 d. Once stream has been constructed and stabilized, complete the removal of the concrete dam while dewatering to Riprap and Temporary Stone Outlet Structure � I I 11 , " ,:. � t, �� " j �, t , SHEET 12 ,�, J "I � I - ,e / -
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,� ) d. install large woody debris in riparian wetland per Landscape Architect's instruction , , ' � , 41 , I /I I I I , '';, " �, �' , .j, � �� I 1. "' I - � " , : / � , I 1 ., ? , , " -11 ly / ,,�
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TREE PROTECTION (� W , . I f. install plantings and temporary/permanent seeding as specified I " L .1-11 � I � I I , I , � , , � '. I f I , � 11 e l� I 4, I 1, � i I ?� -, .11 " / / I ; l� if, ,,`
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" g. Rernove construction access road and silt fence (other than in area of borrow area) and stabilize to original grade , , - _ 11 � ; . " � - I ,f I
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I h. Remove stream crossina bridae , -, --- ..'�' , �, - , I - - " 1. :, . I I , , :� _� "I'll',", '111 � - � ,�, -V - I 1� % J I )( , ,,,
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540.239.1428
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PROJECT MANAGER: WKM
DESIGNED: AARR
DRAWN: JAT/,JND
PROJECT 9: 19-0002
DATE: � VU 9
SHEET:
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Charlottesville, VA 22903
540,239.1 420
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DESIGNED: MRR
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ABUTMENT
ACCEPTABLE ANCHOR
50'04
_z
�.
SURFACE FLOW DIVERTED
BY SWALE AND/OR DIKE
9 � ➢��d Standainds a DecIfta tons for S011 Erosion and Sedf u1ni Q frol
EASTING,
GROUN®-�\
.l
NONWOV�I
MOT LE
STABILIZED CONSTRUCTION
ENTRANCE ;
MI) NOTrd OF ENTRANCE
RROFILL
50 FT MIN.
PLARJEW
M- TIRIO PAVEMENT
NTH FILL
jr (SEE NOTEs
0IP6
'L PLACE STAMUZED CONSTRUCTION ENTRANCE IN ACGOROANCE WITH THE APPROVED PLAN. VE-HIGUES
MUST TRAM OVER THE ENTIRE LENGTH OF ITE 5CEE USE MINIMUM LENGTH OF 60 FEET (*1.30 FEET
EXM. NG ROAD TO PROAIOE A 11LIH WINO RADIUS,
FOR 24NI E RESIDENCE LOT USE MINIMUM WIDTH OF 10 FEET. ARE S 10 FEET MINIMUM AT TRIP
0
Z PIPE A SURFACE WAITER FLOW G TO DIVERTED TOWARD THE S_ UNDER TGPE ENTRANCE,
MAINTAINING POSiT VE DRAINAGE. PROTECT PIPE INSTAL n1ROUGH THE SCE NnI A MOUNTABLE
BERM WITH 5-1 SLOPES AND A MINIMUM OF 12 INCHES OF STOME OVER THE 6IIPE. PRO€ AOE PIPE AS
SPECIFIED ON APPROVED PLAIN. INHEN THE SCE IS LOCATED AT A EACH SPOT AND HAS NO DRAINAGE
M MVEEY, A PIPE 13 NOT NECESSARY. A MOUNTAPILE HERM IS FEQUIRM mm SCE IS NoT
LOCATED AT A HIGH SPOT.
3e PREPARE SUBORAOE AND PLACE NONWOVEN OEOTEX11LE, AS SPECIRED IN SECTION H-1 MAIEIRIAIa
4. PLACE CRUSH -AGGREGATE (2 TO 3 INCHES IN 'SQQ OR EQUIVALENT REGYCLED CONCRETE
THOUT REOAR) AT LEAST 0 nNCHES DEEP OVER THE UF6+9OTH AND W107H OF THE SCE.
5. MAINTAN ENTRANCE IN A? CONDITION THAT MINIMIZES rRACKINO OF SEDIMENT. ADO STONE OR MAKE
O'MEF PrPAIRS AS CGIAGITIONS UEMAND TO MAINTAIN BAN SURFACE, MOUNTAJL2 BERM, ARID
SPECIFIED DIMENSIONS. IMME IATT_-UY REMOVE STONE AND/M SEDIMENT ENT SPIN, DROPPED, OR
TRACKED ONTO ADJACENT ROADWAY BY VACU4IkMWO, SCRAPING, ANCHOR SWEEPING. WAS-lm ;
ROADWAY TO REMOVE MUD TRACKED ONTO PAVEId MT IS NOT ACCEPTABLE R NmSS WASH W' TM Is
DIRECTED TO AN APPROVERS SEDIMENT CONTROL PRACTICE
STONE CONSTRUCTION ENTRANCE
STD. & SPEC. 3o02a
rTnIrorfarty CULV_ERT C.TOSSING
VDC
AG C
DIVERSION AND/
OR SWALE
PLATEa .24-1 SOURCE VA. DSWC
(-APLr"'ITY I)P PIPP r—IIIVFRTI
ELEVATION
PLAN VIEW
1. ALL PLANTS DESIGNATED TO HE SAVED SHALL HE
PROTECTED BY FENCING, AS ILLUSTRATED,
2. INSTALL TREE PROTECTIONS FENCE AT TREE DRIP
LINE OR ATEDGE OF DISTURBED AREA, AS SHOWS
ON PLANS, PRIOR TO (COMMENCEMENT OF
CONSTRUCTION.
3. THERE SHALL HE NO STORAGE DE MATERIAL
WITHIN TIDE BOUNDARIES OF THE TREE PROTECTION
FENCING.
4. TREE PROTECTION FENCING SHALL RE MAINTAINED
T+IROUIC HOUT THE DURATTCN OF THE PROJECT.
5, METAL WRE TO HE ADDED TO TOP OF FENCE WITH
FENCE STAPLES FOR STABILITY.
U _° ORANGE, UV RESISTANT
HIGH TENSILE STRENGTH 0-
_ POLYETHYLENE LAMINAR o �
BARRICADE FABRIC-
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TREE F'R0TECT 101\1:`E CG _
STD. & SPEC. D.Do (TP'
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GULA.R
ER
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DIVERSION AND/
OR SWALE
PLATE. 3.24-2
LLLLLLLLLLLLLLLLLLL
LA LLLLLa LLL LLLLLLL
N
UNDISTURBED GROUND
10-12' TYP.
MULCH ACCESS ROAD DETAIL
NOT TO SCALE
tll VFJIlJ 1 VI YlJ dv 6J VI \t✓0.J1 V!-J
`I0-12' TYP. -
STANDARD SYMBOL
SILT FENCE HTML6 FT MAX.
CENTER TO CENTER 16 IN MIN. FENCE POST LENGTH
� l . DRIVEN MIN. 'IV, IN INTO GROUND
16 IN MIN. HEIGHT OF
WOVEN SLIT FILM GEOTEXTI '
1 I'd Im MIA]. dot
INTO G:ROUNI
ELEVA f!Q�I
56 IN MIN. FENICR
POST LENGTH
WOVEN SLIT FILM FENCE POST 18 IN MIN.
OT TT� ABOVE GROUND
RINr�I�Td�RHFI
' GROUND
FENCE POST DRIVEN
A MIN. OF 16 IN INTO-
EWiIHE I O1 3�TII THE GROUND
MIN, OF 8 IN VERTICALLY
INTO THE GROUND. BACKFI L
AND COMPACT THE SOIL ON
BOTH SIDES OF GEOTEXXTIL'Fa
POSE
STEP 1 - STEP 2/
STAPL - i STAPLE
STAPLE TWIST POSTS TOGETHER
/ STAPLE =Y STAPLE
STEP 3 FINAL
CONFIGURATION
AP dT�PLE
JOINING TWO ADJACENT SILT
6" MIN. THICK LAYER OF
VVOOD CLAP MULCH`
REPLENISHED AS NEED
DURING CONSTRUCTION
MIN. 6" THICK 3-PLY HARDWOOD
"+TED/CONSTRUCTION
R EQUIVALENT
4 THICK LAYER OF
ID CHIP MULCH
ENI SHED AS NEED
NG CONSTRUCTION
NOTES:
1. ACCESS ROUTES TO BE
VERIFIED BY ENGINEER AT
PRE -CONSTRUCTION MEETING.
REVISIONS TO THE ALIGNMENT
THAT MiNIMZE TREE
DISTURBANCE ARE ENCOURAGED
AND REQUIRE REVIEVV AND
APPROVAL BY DESIGN ENGINEER.
2. CONTRACTOR SHALL MAINTAIN
MULCH MAT THROUGHOUT
CONSTRUCTION PERIOD. MULCH
CAN REMAIN IN PLACE AT A
1
JI
MAXIIIIM DEPTH OF 1 .
3. THE HAUL ROAD IS DESIGNED
TO PREVENT COMPACTION OF
EXISTING SOILS USING LOW
GROUND PRESSURE EQUIPMENT
!WHICH EXERTS NO MORE THAN D
PSI. IF THE CONTRACTOR
INTENDS TO USE ANY EQUIPMENT
WITH HIGHER LOADS, ADDITIONAL
PROTECTION MEASURES MUST BE
PROVIDED SUCH AS HARDWOOD
MATS (SEE DETAIL TO THE LEFT).
"CLEARED AUTUMN OLIVE BRUSH MATERIAL MAY BE USED AS A SUBSTITUTE FOR CHIPPED MULCH AS APPROVED BY ENGINEER
HARDWOOD MAT AND MULCH ACCESS ROAD DETAIL
NOT TO SCALE
-STANDAROU SYMBOL
DETAIL FA FILTER BAG M FB
PUMP DISCHARGE HOSE
FLOW
12 IN MIN.
CCNPOST
SA€ ID, OR STRAW HAS''
SLOPE
.5% MAX.
LLa ��AmI FILTER DAGLB IN MWI
�i �J TL 9 'JI FIB Tg �l
1, TI%HTLY SEAL SLEEVE AROUND THE PUMP DISCHARGE ROSE NTH Ili STRAP OR SIMILAR IIE CE.
2u PLACE FILTER HAG ON SUITABLE HALF MULCH, L�AFg OU COMPOST. T, Iflf�IOOOHIP , SAND, R
STRAW BALES) LOCATED ON A LEVEJ_ OR 5X MAXIMUM SLOPING SURFACE. DIG%IARGE TO A
STABILIZED ARM EXTEND HA1SF A MINIMUM OF 12 INCHES FROM EDIS OF HAGo
3. CONTROL PUMPING RAT TO PREVENT EXCUSSIVE PRESSURE WITHIN THE FILTER HAG IN AOOORIDANCE
NTH THE MANUFACTURER REOCOMMENDATIONS, AS THE DAO FIDES WITH SEUIMENT, REDUCE PRIMPING
RAT.
4o REMOVE AND PROPERLY DISPOSE OF FILTER RAG UPON COMPLETION OF PUMPINV, OPERATIONS OR
AFTER BAG HAS REACHED CAPACITY, WHICHEVER R OCCURS FIRST. SPREAD THE DEWATERED SEDIMENT
FROM THE RAG IN AN APPROVED UPLAND AREA AND STABILIZE NTH SEED AND MULCH UY THE DID
OFF THE WORST DAY. RESTORE THE SURFACE AREA HFINEKTH THE BAG TO ORIGINAL CONDITION UPON
REMOVAL OF THE I)EVICE.
5. USE NONWOVEN GEOTEXTILE WITH OOUIRUE STITCHED SEAMS USING HIGH STRENGTH THREAD SIZE
SLEEVE TO ACCOMMODATE A MAXIMUM 4 INCH DIAMETER PUMP DISCHARGE HOSC THE RAG MUST HE
MANUFAI TURIFU EOM A NONiWOVEN GEOTEXTILE THAT ME OR EXCEFU� �lIIa91NIUm A RAGL ROLL
VALUES (NIAR FOR THE FOLLOWING-
GPAa TMSILE 21,50 LU ASTM O-4632
PUNCTURE 150 LB ASTM 0-40-33
FLOW RATS' 70 GAL/MIN/Fr ASTM U-4491
PERMIT ITVITY (SEC-) 1.2 SEC-' ASTkI D-44--91
UV RESISTANCE TO% ENGTI 0 500 HOURS ASTM O 4555
APPARENT OPENING SIZE (AOG) OA5_0.18 MM ASTM D47-51
X'1 STRENGTH OU% ASTM OG411332
No REPLACE FILTER HAG IF BAG CLOGS OI3 HAS RIPS, TEARS, OR PUNCTURES. DURING OPERATICN KEEP
CONNECTION BETWEEN PUMP HOSE AND FILTER BAG WATER TIGHT. REPLACE WEDDING. IF IT BECOMES
DISPLACED, --- -- - -
MARYft AND 1,"TANDAROS AND SPECIFICATIONS FOR SOIL EROSION AND S IMD-➢T COUTROL
U.S. DEPARTMENT OF ARIOITLTIIRF011 WARdANU DEPARTMENT OF ENVIRONMENT
NATURAL RESOURCES CONSERVATION SERMOF WATER MANAGEMENT ADMINEWATICH
DEW
ATERING PRACTIC
The Virginia Stream- Restoration 9(
ta- biliz do Best Ma ement Practices Guide,
DETAIL 5A. PUMP -AROUND PRACTICE
Deviatering Device
(VA E&S Standard and Spec. 3.26 Diversion P rnp
or dirtlsedirrent bag)
Discharge Hoses �
P Intake
D2iJBt2PjFIg PUMP Hose
- P (as Deeded)
i a Floe
Row
tea ` Work Area `'d1
Sandbag/Stone Barrier—�'
t Work Area Su�rp-hale
Discharge Pump Length Not To Exceed Or pock
Into Velocity That Which Can Be 12" Min Depth I
Dissipater (ompp pted In Ole Day Z° Min Diameter
PLAN
She2fing
Erin How 1 Foot
I
Work Area i2 Foot
Minimum)
8
t p
Cross Section Of Sandbag/Stone Diversion
SECTIO@l A-
Adopted From
Maryland's Waterway
Construction 'liudielines
CONSTRUCT16A HEABURESTpm HARP ITSTREA-M I 9 IiII�,I@1I�i III3i9RAI� IIIr IITr1�ER s1PIRRFS II��TIITg
°17 3 -A Allied street
Charlottesville;, A 22903
540.239.1420
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PROJECT MANAGER: VVKM
DESIGNED: MRR
DRAWN: JAT/JNB
PROJECT 9: f0-0002
DATE: 4/5110
SHEET
EROSION & F RE T CONTROL NARRATIVE
STAB0LIZATION NOTES
ESSC MINIMUM T D B
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CITE DESCRIPTION
THE PROJECT PROPERTY IS LOCATED IN SHE PlEDVO1T PH SIOGRAPHfCPROVINCE AND ALL WATER RESOURCES ARE PART OF THE ALBLUARLE
RIVER WATERSHED WHICH DRAINS TO THE JAIMES RIVER WATERSHED (HUC: 02080204).
AREA TOPOGRAPHY IS MODERATELY TO SEVERELY STEEP ALONG THE STREAM VALLEYS WITH 10% - 25+% SLOPES AND GENTLY TO MODERATELY
SLOPING WITH 0-5% SLOPES LOCATED IN THE STREAM VALLEY FLOOR.
ADJACENT PROPERTY
LAND USES IN THE VICINITY INCLUDE EXISTING RESIDENTIAL DEVELOPMENT AND FOREST.
OFFSITE AREAS
NO OFFSITE AREAS ARE ASSOCIATED WITH THIS PROJECT. IF ADDITIONAL [MATERIAL IS REQUIRED TO BE TAKEN OFFSITE, !-' PROPER DISPOSAL
LOCATION WITH AN APPROVED SWPPP AND ESC PLAN WILL BE PROVIDED. CONTRACTOR IS TO PROVIDE SVVPPP AND ESC PLAN FOR ANY OFF -SITE
AREA.
SOILS
THE SOILS WITHIN THE PROJECT LIMITS INCLUDE THE FOLLOWING:
0
1 ASHE LOAM(4E),25 TO 45 /� SLOPES NO HYDRIC RATING
2) CHESTER LOAM (14D), 15 TO 25% SLOPES, NO HYDRIC RATING
3) RiVERVIEW-CHEWACLA COMPLEX (77), 0 TO 2% SLOPES, HYDRIC RATING
4) HAYESVILLE LOAM (36B), 2 TO 7% SLOPES
5) CHESTER LOAM (14C), 7 TO 15% SLOPES
CRITICAL EROSION AREAS:
THE PROJECT SITE IS A CRITICAL AREA. THE PROJECT AREA CONSISTS OF AN EXISTING POND AND STREAM. THE PROPOSED RESTORATION WILL
IMPACT THE EXISTING RESOURCES DURING CONSTRUCTION. ALL EROSION AND SEDIMENT CONTROL PRACTICES EMPLOYED ARE DESIGNED TO
PROTECT THIS RESOURCE FROM SEDIMENTATION DURING CONSTRUCTION AND MUST BE MAINTAIINED IN ACCORDANCE WITH THE
SPECIFICATIONS IN THIS PLAN.
EROSION AND SEDIMENT CONTROL MEASURES:
UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED
AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION ANID SEDIMENT CONTROL HANDBOOK,
THIRD EDITION (1992). NO EROSION AND SEDIMENT CONTROL STRUCTURE SHALL BE REMOVED WITHOUT THE APPROVAL OF THE EROSION AND
SEDIMENT CONTROL INSPECTOR.
PUMP AROUND PRACTICE - STDo & SPEC. 5.1 (THE VIRGINIA STREAM RESTORATION ACID (BEST MANAGEMENT PRACTICES GUIDE, 220040).
PUMP AROUND PRACTICE WILL BE INSTALLED WHERE NECESSARY TO ENSURE PROPER STREAK(( FLOW MAINTENANCE AND CLEAN WATER
DISCHARGE FROM ACTIVE WORK AREAS. SPECIFIC LOCATIONS ARE NOT SPECIFIED ON PLANS AS THE LOCATION AND METHODS WILL VARY
THROUGHOUT THE DURATION.
DE VATERING DEVICE _ STD. AND SPEC. 3.26 OR DIRT SEDIMENT BAG.
FILTER BAG OR AN APPROVED ALTERNATIVE SHALL BE USED AS PART OF THE PUMP AROUND PRACTICE.
TEMPORARY STONE CONSTRUCTION ENTRANCE- STD. & SPEC, 3.02
A TEMPORARY STONE CONSTRUCTION ENTRANCE WILL BE PROVIDED AS SHOWN ON THESE PLANS.
MILT FENCE- STD. & SPEC. 3.06
SILT FENCE WILL BE INSTALLED AT LOCATIONS SHOWN ON THESE PLANS IN ORDER TO INTERCEPT AND DETAIN SMALL AMOUNTS OF SEDIMENT
FROM THE DISTURBED AREAS DURING CONSTRUCTION OPERATIONS IN ORDER TO PREVENT SEDIMENT FROM LEAVING THE SITE.
TEMPORARY SEEDING & MULCHING -STD. 3.31 & SPEC & 3.36
TEMPORARY SEEDING AND MULCHING WILL BE APPLIED WITHIN 7 DAYS TO DENUDED AREAS WHICH MAY NOT BE AT FINAL GRADE BUT WILL
REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN 30 DAYS. FOR TEMPORARY SEEDING USE 50% OF THE RECOMMENDED RATES OF
FERTILIZER, LIME AND FULL AMOUNT OF SEED AND MULCH REQUIRED FOR REGULAR SEEDING. MULCHINIG SHALL CONSIST OF HARDWOOD
MULCH.
PERMANENT ENTSEEDING-STD. & SPEC 3.32
PERMANENT COIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN (7) DAYS AFTER IFINAL GRADE IS REACHED ON ANY
PORTION OF THE SITE. TEMPORARY COIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN (7) DAYS TO DENUDED AREAS THAT MAY NOT BE AT
FINAL GRAD BUT WILL REMAIN UNDISTURBED FOR LONGER THAN FOURTEEN ('14) DAYS.
Common Name Botanical Name
Application Rate (Ibs/ac)
Planting Period
Rye Grain
seca1e cerafe
25
Nov. 1 st -April 30th
Wheat
Trificum aesfivurn
30
Nov. 1 st - ANod 30th
German Millet
setaria italic
10
May 1st - Sept. 30th
Bra rn�op Milhi
1i�a loa
10
M 1 - Sept. 30th
0 r
1
1. GENERAL SEEDING SHALL OCCUR WITHIN SEVEN DAYS Or RaAt,HfnlC� InJ,�L GRADE. ��n I-
2. PLANTING AT OTHER TIMES THAN SPECIFIED MAY BE DONE ONLY UNDER; SPECIFIC CONDITIONS AND WITH THE CONSENT OF THE ENGINEER.
3. ALL OPERATIONS SHALL BE PERFORMED ONLY WHEN THE SOIL IS IN PROPER CONDITION TO PERMIT SATISFACTORY WORK.
4. SURFACE SHALL BE CLEARED OF ALL GRADE STAKES, SURFACE TRASH OR OTHER OBJECTS, WHICH WOULD HINDER INSTALLATION OF SEED.
5. SEED SHALL BE APPLIED WITH AN APPROPRIATE METHOD EITHER BY HYIDROSEEDING/HYDROMULCHING OR BROADCAST SPREAD.
6. HYDROSEED OR HYDRO MULCH SHALL BE DYED GREEN TO AID IN VISUAL METERING DURING APPLICATION AND SHALL BE APPLIED AT A RATE
OF 1200 POUNDS PER ACRE.
7. UNLESS HYDROSEEDING/HYDROMULCHING METHODS ARE USED, SEED SHALL BE RAKED AND LIGHTLY ROLLED, SEED SHALL BE COVERED
WITH STRAW MULCH AT A RATE OF 1.5 TONS PER ACRE AND SHALL BE OF STANDARD QUALITY AND FREE OF WEEDS.
STORjMWATER RUNOFF CONSIDERATIONS
STORMWATER RUNOFF WILL NOT BE INCREASED AS A RESULT OF THIS PROJECT.
MAINTENANCE CHED LE
IN GENERAL, THE CONTRACTOR SHALL CHECK ALL EROSION AND SEDIMENT CONTROL MEASURES EVERY TEN DAYS AND WITHIN 48-HOURS OF
THE END OF A STORM EVENT THAT IS 0.25 INCHES OR GREATER. IF SITE INSPECTIONS IDENTIFY BIMPS THAT ARE NOT OPERATING
EFFECTIVELY, MAINTENANCE SHALL BE PERFORMED BEFORE THE NEXT ANTICIPATED STORM EVENT, OR AS NECESSARY TO MAINTAIN THE
CONTINUED EFFECTIVENESS OF STORMWATER CONTROLS. IF MAINTENANCE PRIOR TO THE NEXT ANTICIPATED STORM EVENT IS
IMPRACTICABLE, MAINTENANCE MUST BE SCHEDULED AND ACCOMPLISHED AS COON AS PRACTICABLE. THE FOLLOWING ITEMS WILL BE
CHECKED IN PARTICULAR:
1. TEMPORARY STONE CONSTRUCTION ENTRANCE SHALL BE MAINTAINED IN A CONDITION, WHICH WILL PREVENT TRACKING OR FLOW OF MUD
ONTO PUBLIC RIGHT-OF-WAYS. PERIODIC TOP DRESSING WITH ADDITIONAL STONE OR THE WASHING AND REWORKING OF EXISTING STONE
SHALL BE EXECUTED AS CONDITIONS DEMAND. ALL MATERIALS SPILLED, DROPPED, WASHED OR TRACKED FROM VEHICLES ONTO ROADWAYS
OR INTO STORM DRAINS MUST BE REMOVED IN]MEDIATELY.
2. SILT FENCE SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED
REPAIRS SHALL BE MADE IMMEDIATELY. SEDIMENT DEPOSITS SHALL BE REMOVED AFTER EACH STORM EVENT AND WHEN DEPOSITS REACH
APPROXIMATELY ONE-HALF THE HEIGHT OF THE BARRIER, ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE SILT FENCE IS NO
LONGER REQUIRED SHALL BE DRESSED TO CONFORM TO THE EXISTING GRADE, REPAIRED, AND SEEDED.
3. DISTURBED AREAS AND AREAS USED FOR STORAGE OF MATERIALS THAT ARE EXPOSED TO PRECIPITATION SHALL BE INSPECTED FOR
EVIDENCE OF, OR THE POTENTIAL FOR, POLLUTANTS ENTERING THE DRAINAGE SYSTEM.
4. `A/HERE DISCHARGE LOCATIONS OR POINTS ARE ACCESSIBLE, THEY SHALL BE INSPECTED TO ASCERTAIN WHETHER EROSION CONTROL
MEASURES ARE EFFECTIVE IN PREVENTING SIGNIFICANT IMPACTS TO RECEIVING WATERS. WHERE DISCHARGE LOCATIONS ARE
INACCESSIBLE, NEARBY DOWNSTREAM LOCATIONS SHALL BE INSPECTED TO THE EXTENT THAT SUCH INSPECTIONS ARE PRACTICABLE.
5. LOCATIONS WHERE VEHICLES ENTER OR EXIT THE SITE SHALL BE INSPECTED DAILY FOR EVIDENCE OF OFFSITE SEDIMENT TRACKING.
6. OUTLET PROTECTION SHALL BE CHECKED REGULARLY FOR SEDIMEn�T BUILD-UP, WHICH WILL PREVENT DRAINAGE. IF THE GRAVEL IS
CLOGGED WITH SEDIMENT, IT SHALL BE REMOVED AND CLEANED OR REPLACED.
7. TREE PROTECTION SHALL BE CHECKED REGULARLY FOR DAMAGE AND REPAIRED AS NECESSARY. SITE INSPECTION FOR ADDITIONAL
AREAS THAT WARRANT TREE PROTECTION SHOULD BE CONDUCTED DAILY.
EROSION :AND SEDIMENT CONTROL NOTES
1. THE OWNER/DEVELOPER MUST NOTIFY ALBEMARL E COUNTY AT LEAST 24 HOURS PRIOR TO THE START OF CONSTRUCTIONS IN
ACCORDANCE WITH APPLICABLE COUNTY ORDINANCES AND POLICIES.
2. THE OWNER/DEVELOPER GR ANTS THE RIGHT -OF -ENTRY ON THIS PROPERTY TO THE DESIGNATED ALBEMARLE COUNTY PERSONNEL FOR
r
THE PURPOSE OF INSPECTING AND MONITORING FOR COMPLIANCE WITH TITLE 10.CI"I, CHAPTER 5, ARTICLE' 4 OF THE CODE Or VIRGINIA,
EROSION AND SEDIMENT CONTROL LAMA! AND THE DESIGN AND CONSTRUCTION STANDARDS MANUAL SECTION 750.04 (C).
3. ALL EROSION CONTROL MEASURES SHOWN ON THE APPROVED PLAN MUST BE IN PLACE AND INSPECTED AND APPROVED BY THE
DESIGNATED ,AUTHORITY PRIOR TO CLEARING, STRIPPING OF TOPSOIL O)R GRADING.
4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ANID PERMIT SHALL BE KEPT ON THE SITE AT ALL TIMES.
5. THE DEVELOPER/DEVELOPER'S REPRESENTATIVE IS RESPONSIBLE FOR THE INSTALLATION OF ANY ADDITIONAL EROSION CONTROL
MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY ]""HE DESIGNATED AUTHORITY.
6. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES
AND DURING SITE DEVELOPMENT UNTIL COMPLETE AND ADEQUATE STAIBILIZATIONS IS ACHIEVED.
7. WATER MUST BE PUMPED INTO AN APPROVED FILTERING DEVICE DURING DEWATERING OPERATIONS.
8. ALL EROSION AND SEDIMENT CONTROL PRACTICES MUST BE CONSTRUUCTED AND MAINTAINED ACCORDING TO THE MINIMUM STANDARDS
AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, CHAPTER 840, "EROSION AND SEDIMENT CONTROL
REGULATIONS". THE DEVE LOPE R/DEVEL OPER'S REPRESENTATIVE SHALL INSPECT ALL EROSION AND SEDIMENT CONTROL MEASURES AT A
MINIMUM EVERY 10 DAYS AND AFTER EACH SIGNIFICANT RAINFALL. THE: FOLLOWING ITEMS WILL BE CHECKED IN PARTICULAR: 1) SILT FENCE
BARRIERS WILL BE CHECKED REGULARLY FOR UNDERMINING OR DETERIORATION OF THE FABRIC. 2) SEDIMENT SHALL BE REMOVED WHEN
THE LEVEL OF SEDIMENT DEPOSITION REACHES HALF WAY TO THE TOFF OF THE BARRIER 3) SEEDED AREAS WILL BE CHECKED REGULARLY
TO ENSURE THAT A GOOD STAND IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND RESEEDED AS NEEDED 4) STREAM DIVERSIONS SHALL
BE INSPECTED DAILY AND AFTER EACH RAIN TO ENSURE THEY'RE FUNCTIONING PROPERLY AND THAT THE INTEGRITY OF THE LINING ARE
NOT IMPAIRED. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES MUST BE
MADE IMMEDIATELY AFTER THE INSPECTION.
9. PERMANENT COIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN (7) DAYS AFTER FINAL GRADE IS REACHED ON ANY
PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN (7) DAYS TO DENUDED AREAS THAT MAY NOT BE
AT FINAL GRADE BUT WILL REMAIN UNDISTURBED FOR LONGER THAN FOURTEEN (14) DAYS. SEEDING AND SELECTION OF THE SEED
MIXTURE SHALL BE IN ACCORDANCE WITH THE VIRGINIA EROSION ANDS SEDIMENT CONTROL HANDBOOK 3.32. ROADS AND PARKING AREAS
SHALL BE STABILIZED WITHIN SEVEN (7) DAYS AFTER FINAL GRADE IS REACHED.
%ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES WILL BE REMOVED WITHIN 30 DAYS AFTER ADEQUATE SITE STABILIZATION
AND AFTER THE TEMPORARY (MEASURES ARE NO LONGER NEEDED, AS AUTHORIZED BY THE DESIGNATED VESCP INSPECTORS. TRAPPED
SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES WILL BE PERMANENTLY
STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION.
11. WHEN THE SEDIMENT IS TRANSPORTED ONTO A PAVED ROAD SURFACE, THE ROAD WILL BE CLEANED THOROUGHLY AT THE END OF EACH
DAY. SEDIMENT WILL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL
DISPOSAL AREA. STREET WASHING WILL BE ALLOWED ONLY AFTER SEDIIMENT IS DISPOSED IN THIS MANNER.
12. AREAS WHICH ARE NOT TO BE DISTURBED WILL BE CLEARLY MARKED BY FLAGS, SIGNS, ETC.
13. TREE SAVE AREAS SHALL BE CLEARLY MARKED IN THE FIELD BY ORANGE SAFETY FENCE.
14. ORANGE SAFETY FENCE MUST BE INSTALLED AROUND ALL. SILT TRAPS AND SEDIMENT BASINS,
A VIRGINIA EROSION AND SEDIMENT CONTROL PLAN (VESCP) MUST BE CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS:
7 +�
BI�I.�ATIL SHALL BE APPLIED TO DENUDED -- P -
1. PERMANENT OR TEMPORARY SO1_,�TA ON � DIED AREAS WITHIN SEVEN d ➢ DAY. AFTER FINAL GRADE I� REACHED ON ANY
,�
! 11 r I t= <
O ,� STABIL[I TLON SHALL BE APPLIED 14 PORTION OF THE SITE. TEMPORARY SOIL _A PIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT E=1N,�L GRADE BUT
WILL REMAIN DORMANT FOR LONGER THAN 14 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN
ONE YEAR.
2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCK PILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING
MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL_ STOCKPILES ON SITE AS WELL AS
BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE.
3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION
SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, NIATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION.
4. SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A
FIRST STEP IN ANY LAND -DISTURBING ACTIVITY ARID SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE.
5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION.
6. SEDIMENT TRAPS AND SEDIMENT BASINS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP OR
BASIN.
A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE '134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL
DRAINAGE AREAS LESS THAN THREE ACRES.
B. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM DRAINAGE AREAS GREATER THAN OR EQUAL TO THREE ACRES SHALL BE
CONTROLLED BY ASED11EtiT BASIN. THE STORAGE CAPA
CITY Or A vn
EDl�IENT BASIN SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA. THE
OUTFALL SYSTEM SHALL, AT A MINIMUM, MAINTAIN THE STRUCTURAL INTEGRITY OF THE BASIN DURING A 25-YEAR STORM OF 24-HOUR DURATION. RUNOFF
COEFFICIENTS USED IN RUNOFF CALCULATIONS SHALL CORRESPOND TO A BARE EARTH CONDITION OR THOSE CONDITIONS EXPECTED TO EXIST WHILE THE
SEDIMENT BASIN IS UTILIZED.
7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING
EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS
CORRECTED.
8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL,
FLUME OR SLOPE DRAIN STRUCTURE.
9. WHENEVER WATER SEEPS FROM .A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED.
10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER
THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT.
11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY
REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL.
12. WHEN WORK IN A LIVE WATERCOURSC IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND
STABILIZE THE VVORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION
OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS.
13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR
STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED.
14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REQUIREMENTS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET.
15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED.
16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA:
A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME.
B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES.
C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND
DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY.
D. (MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION.
E. RESTABILIZATION SHALL BE ACCOMPLISHED IN] ACCORDANCE WITH THIS CHAPTER.
F. APPLICABLE SAFETY REQUIREMENTS SHALL BIE COMPLIED WITH.
17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO (MINIMIZE THE TRANSPORT OF
SEDIMENT BY VEHICULAR TRACKING ONTO THE LAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD
SURFACE SHALL BE CLEANED THOROUGHLY AT TI HE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND
TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS
PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES.
18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE
TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE VESCP AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL
AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND
SEDIMENTATION.
19. PROPERTIES AND WATERWAYS DOVVNSTREAINA FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE
TO INCREASES IN VOLUME, VELOCITY AND PEAK IFI_OW R,4TE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN
ACCORDANCE WITH THE FOLLOWING STANDARDS AND CRITERIA. STREAM RESTORATION AND RELOCATION PROJECTS THAT INCORPORATE NATURAL CHANNEL
DESIGN CONCEPTS ARE NOT MAN-MADE CHANNELS AND SHALL BE EXEMPT FROM ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR
MAN-MADE CHANNELS:
A. CONCENTRATED STORMWATER RUNOFF LEAVING A DEVELOPMENT SITE SHALL BE DISCHARGED DIRECTLY INTO AN ADEQUATE NATURAL OR MAN-MADE
RECEIVING CHANNEL, PIPE OR STORM SEWER SYSTEM. FOR THOSE SITES WHERE RUNOFF 13 DISCHARGED INTO A PIPE OR PIPE SYSTEM, DOWNSTREAM
STABILITY ANALYSES AT THE OUTFALL OF THE PIPE OR PIPE SYSTEM SHALL BE PERFORMED,
B. ADEQUACY OF ALL CHANNELS AND PIPES SHRILL BE VERIFIED IN THE FOLLOWING MANNER:
(1) THE APPLICANT SHALL DEMONSTRATE THAT T-HE TOTAL DRAINAGE AREA TO THE POINT OF ANALYSIS WITHIN THE CHANNEL IS ONE HUNDRED TIMES GREATER
THAN THE CONTRIBUTING DRAINAGE AREA OF THE PROJECT IN QUESTION; OR
(2) (A) NATURAL CHANNELS SHALL BE ANALYZED BY THE USE OF A TWO-YEAR STORM TO VERIFY THAT STORMWATER WILL NOT OVERTOP CHANNEL BANKS NOR
CAUSE EROSION OF CHANNEL BED OR BANKS.
(B) ALL PREVIOUSLY CONSTRUCTED MAN-MADE CHANNELS SHALL BE ANALYZED) BY THE USE OF A TEN-YEAR STORM TO VERIFY THAT STORMVVATER WILL NOT
OVERTOP ITS BANKS AND BY THE USE OF A TVSJO--YEAR STORM TO DEMONSTRATE THAT STORMWATER WILL NOT CAUSE EROSION OF CHANNEL BED OR BANKS"
AND
(C) PIPES AND STORM SEINER SYSTEMS SHALL BE ANALYZED BY THE USE OF ATEN-YEAR STORM TO VERIFY THAT STORMWATER WILL BE CONTAINED WITHIN THE
PIPE OR SYSTEM.
C. IF EXISTING NATURAL RECEIVING CHANNELS OR PREVIOUSLY CONSTRUCTED MAN-MADE CHANNELS OR PIPES ARE NOT ADEQUATE, THE APPLICANT SHALL:
(1) IMPROVE THE CHANNELS TO A CONDITION WHERE A TEN-YEAR STORM WILL NOT OVERTOP THE BANKS AND A TWO-YEAR STORM WILL NOT CAUSE EROSION TO
THE CHANNEL, THE BED, OR THE BANKS; OR
(2) IMPROVE THE PIPE OR PIPE SYSTEM(( TO A CONDITION WHERE THE TEN-YEAR STORM IS CONTAINED WITHIN THE APPURTENANCES:
(3) DEVELOP A SITE DESIGN THAT WILL NOT CAUSE THE PRE -DEVELOPMENT PEAK RUNOFF RATE FROM A TWO-YEAR STORM TO INCREASE WHEN RUNOFF
OUTFALLS INTO A NATURAL CHANNEL OR WILL N(OT CAUSE THE PRE -DEVELOPMENT PEAK RUNOFF RATE FROM A TEN-YEAR STORIOJ TO INCREASE WHEN RUNOFF
OUTFALLS INTO A MAN-MADE CHANNEL; OR
(4) PROVIDE A COMBINATION OF CHANNEL IMPROVEMENT, STORMWATER DETENTION OR OTHER MEASURES WHICH IS SATISFACTORY TO THE VESCP AUTHORITY
TO PREVENT DOWNSTREAM EROSION.
D. THE APPLICANT SHALL PROVIDE EVIDENCE OF PERMISSION TO MAKE THE IMPROVEMENTS.
E. ALL HYDROLOGIC ANALYSES SHALL BE BASED) ON THE EXISTING WATERSHED CHARACTERISTICS AND THE ULTIMATE DEVELOPMENT CONDITION OF THE
SUBJECT PROJECT.
F. IF THE APPLICANT CHOOSES AN OPTION THAT INCLUDES STORMWATER DETENTION, HE SHALL OBTAIN APPROVAL FROM THE VESCP OF A PLAN FOR
MAINTENANCE OF THE DETENTION FACILITIES. THE PLAN SHALL SET FORTH THE MAINTENANCE REQUIREMENTS OF THE FACILITY AND THE PERSON RESPONSIBLE
FOR PERFORMINGTHE MAINTENANCE.
G. OUTFALL FROM A DETENTION FACILITY SHALL. BE DISCHARGED TO A RECEIVING CHANNEL, AND ENERGY DISSIPATORS SHALL BE PLACED AT THE OUTFALL OF
ALL DETENTION FACILITIES AS NECESSARY TO PROVIDE A STABILIZED TRANSITION FROM THE FACILITY TO THE RECEIVING CHANNEL.
H. ALL ON -SITE CHANNELS MUST BE VERIFIED TO BE ADEQUATE.
1. INCREASED VOLUMES OF SHEET FLOWS THAT MAY CAUSE EROSION OR SEDIMENTATION ON ADJACENT PROPERTY SHALL BE DIVERTED TO A STABLE OUTLET,
ADEQUATE CHANNEL, PIPE OR PIPE SYSTEM, OR' TO A (DETENTION FACILITY.
J. IN APPLYING THESE STORMWATER MANAGEMENT CRITERIA, INDIVIDUAL LOTS OR PARCELS IN A RESIDENTIAL, COMMERCIAL OR INDUSTRIAL DEVELOPMENT
SHALL NOT BE CONSIDERED TO BE SEPARATE DEVELOPMENT PROJECTS. INSTEAD, THE DEVELOPMENT, AS A WHOLE, SHALL BE CONSIDERED TO BE A SINGLE
DEVELOPMENT PROJECT. HYDROLOGIC PARAMETERS THAT REFLECT THE ULTIMATE DEVELOPMENT CONDITION SHALL BE USED IN ALL ENGINEERING
CALCULATIONS.
K. ALL MEASURES USED TO PROTECT PROPERTI ES AND WATERWAYS SHALL BE EMPLOYED IN A MANNER WHICH iMINIMIZES IMPACTS ON THE PHYSICAL,
CHEMICAL AND BIOLOGICAL INTEGRITY OF RIVERS, STREAMS AND OTHER WATERS OF THE STATE.
L. ANY PLAN APPROVED PRIOR TO JULY 1, 2014, THAT PROVIDES FOR STORMWATER MANAGEMENT THAT ADDRESSES ANY FLOW RATE CAPACITY AND VELOCITY
REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS SHALL SATISFY THE FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE
CHANNELS IF THE PRACTICES ARE DESIGNED TO (1) DETAIN THE WATER QUALITY VOLUME AND TO RELEASE IT OVER 48 HOURS; (11) DETAIN AND RELEASE OVER A
24-HOUR PERIOD THE EXPECTED RAINFALL RESULTING FROM THE ONE YEAR, 24-HOUR STORM; AND (III) REDUCE THE ALLOWABLE PEAK FLOW RATE RESULTING
FROM THE 1.5, 2, AND 10-YEAR, 24-HOUR STORMS TO A LEVEL THAT IS LESS THAN OR EQUAL TO THE PEAK FLOW RATE FROM THE SITE ASSUMING IT WAS IN A
GOOD FORESTED CONDITION, ACHIEVED THROUGH MULTIPLICATION OF THE FORESTED PEAK FLOW RATE BY A REDUCTION FACTOR THAT IS EQUAL TO THE
RUNOFF VOLUME FROM THE SITE WHEN IT WAS IN A GOOD FORESTED CONDITION DIVIDED BY THE RUNOFF VOLUME FROM THE SITE IN ITS PROPOSED
CONDITION, AND SHALL BE EXEMPT FROM ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS AS DEFINED IN
ANY REGULATIONS PROMULGATED PURSUANT TO § 62.-1-44.15:54 OR 62.1-44.15:65 OF THE ACT.
M. FOR PLANS APPROVED ON AND AFTER JULY 11, 2014, THE FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS OF § 62.1-44.15:52 A OF THE ACT AND THIS
SUBSECTION SHALL BE SATISFIED BY COMPLIANCE WITH WATER QUANTITY REQUIREMENTS IN THE ;STORMWATER MANAGEMENT ACT (§ 62A-44.15:24 ET SEQ. OF
THE CODE OF VIRGINIA) AND ATTENDANT REGULATIONS, UNLESS SUCH LAND -DISTURBING ACTIVITIES ARE IN ACCORDANCE WITH 9VAC25-870-48 OF THE VIRGINIA
STORMWATER MANAGEMENT PROGRAM (VSMP) REGULATIONS.
N. COMPLIANCE WITH THE WATER QUANTITY MINIMUM STANDARDS SET OUT IN 9VAC25-870-66 OF THE VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP)
REGULATIONS SHALL BE DEEMED TO SATISFYTHE REQUIREMENTS OF SUBDIVISION 19 OF THIS SUBSECTION.
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PROJECT #: 19-0002
DATE:
SHEET:
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LIMITS OF DISTURBANCE - LOD -
-
BOTANICAL NAME COMINION NAME
__ __
,
-
%OFTO L
__� - -
I
STOCKTYPE SPACING
____ ____
__
-
Agorstis giguntea
-
Redtop Grass
-
____
10%
P1 ug
-
11811 O�C,
-
STAGI NG/E)(CAV/N,T ION AREA ___/1\\/\/_
Boutelrjua gracifis
L
Gamma Grass
10%
Plug
181, O�C�
-,---�------�=�,-----------,==--�-
coreopsis Janceolato
L@nce-leaved Coreopsis
15%
PILJ�o
1-81, O.C�
PROPOSED CONTOUR
___ �_�___
Dichanthelium clandestinum
_��_� _=__
Deertongue
r_ %
�
______
Nug
_____
181, 0�c�
, __=____
Elymus virginicus
_�___
Virginia Wildrye
_____
-------
S%
PI ug
__
- - = -
181, O.C,
______
- V-
BOTANICAL NAIVIE' I _(-O�MAAO_N NAME
�_T_�__
%OF TOTAL
____ -
S OCKTYPE_
APLICATION RATE
____�_ ____
COVER CROP
-_
-_
�______
Se cale cerale
50%
Seed
25 lbs/acre
Trith--um aestivurn
50%
Seed
30 lbs/acre
-
itafic___ 1
50%
S -ed
10 lbs/acre
-Setariv
-
Urochloa rumosa ----
_____ ___= �_
--------T,-1�-,�-----
50% __
Seed _____
I .
___ lbs/acre
__� __ -
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- - - - _ - , , 11 � , , � .. , , y , Z 3 " I I I I � I 9�
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TREES , I I � I 41 , , �, I/ 1, . , , - � I 1, , I ) L " , /I "Y _M Y .1 .1 , ,
I �1/ -
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I�YIQITKlr-� AAA 10R CONTOUR _ _", _ : r I-e , 1, � � d ,_ , " j I � I ,j I I � 1, � I I C I ,� � . 1� �> I _k . 1 1"' 1",
� Breeze' Sv,jitchgrass 10% Plug i2)" ac
� __ ____.... - - - - - ____________________
Panicum Vir-c�@tLIM
11b
EXISTING TREE * I , 'Shenandoah' __ Sluvitchgrass 10% Plug 181, O�C�
� Polygonaturn pensylvam'cum Pennsylvania Smartweed 5% P I u g 181, 0�c�
I ____ - -=---:- �_ ___�_�_
__
9 __YC_ K-, Schizachyriurn scoparjurn Little Bluestem 10% Plug J-0011 ac
V "V x A 'I -_ --- --- --- _____�_____�_
ACCESS ROAD i� X, X x x x X1 Sporobolus heterolepsis rieDropseed ______________j_15% PI ug 18411 ac
Ill � ____________I _______________ __ __
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REFORESTATION , "
\1 IN I :�
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-
Ca ry a g i o b r a
PignUt Hickory
25%
-
-_
Whip
.35 acres
___ - -
briodendron tulidrifera
-
Tulip Poplar
r-%
D
Whip
-
.35 acres
Pinus weda
-
Loblolly Pine
__
115%
.-
Whip
-
.35 acres
Eastern Red
Juni,perus virginiona Cedar
5%
Whip
-
.35 acres
Quercus a-lba
-
White Oak-
i0%
I Whip
.35 acres
Quercus montonru
Chestnut Oak
151/10
Whip
__
.35 acres
Sjossafras albidum
Sasssaf ras
__
25%
Whip
.35 acres I
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