HomeMy WebLinkAboutWPO201800007 Plan - Stream Buffer Mitigation 2019-05-09RIVANNA VILLAGE: BUFFER
MITIGATION PLAN
RIVANNA VILLAGE AMENDMENT & P11ASE 11
PHASE II
ALBEMARLE COUNTY, VIRGINIA
WPO 01800007 BUFFER MITIGATION AND
STREAM RESTORATION PLAN
r' 1
ALBEMARLE COUN I Y VIRGINIA
Blossom Consulting and Engineering Inc.
1101 Professional Drive, Suite G
Williamsburg VA 23185
p: 757-870-4825
�• SHEET INDEX
PROJECT NARRATIVE --s� : K �'•. ! �•. J
_ ::
t
C .� a1 Y •` •`
_ �
THE PROPOSED BUFFER MITIGATION STRATEGY INCLUDES PRESERVATION OF LARGE TRACTS OF i "� �•. ` '�, 1.) COVER
`'•
FORESTED BUFFER AND ENHANCEMENT OF FORESTED TRIBUTARY CORRIDORS LEADING TO THE - r 2. BUFFER MITIGATION MASTERPLAN PROJECT
MAIN STEM ON WHICH THE COUNTY BUFFER IS MAPPED. BY PROTECTING AND ENHANCING THESE �• `. `.
`•. < •� 3.) EXISTING CONDITIONS (STREAM RESTORATION)
CORRIDORS, THE OVERALL CONDITION OF STREAM BUFFERS IS MAINTAINED AND IMPROVED. THE �.` .
,;, `••
BUFFER MITIGATION MASTERPLAN IS PRESENTED ON SHEET SR-2, HEREIN. TRIBUTARY #2: a % , . : n ti
BUFFER PRESERVATION `k �•, i` i �,, 4•) STREAM RESTORATION MASTERPLAN
,. 5•) STREAM RESTORATION PLAN AND PROFILE
IN ADDITION, THE PROPOSED BUFFER MITIGATION PLAN FOR PHASE 2 OF RIVANNA VILLAGE �" f� y�*4 /i
a `••�'�O 6.) STREAM RESTORATION CROSS SECTIONS
'
a
INCLUDES STREAM RESTORATION USING NATURAL DESIGN TO MITIGATE FOR THE IMPACTED BUFFER '% '
_
•`'' t - RT 7•) STREAM RESTORATION NOTES AND DETAILS (i)
BUFFER EQUIVALENCY IS CALCULATED ON A WATER QUALITY BASIS, UTILIZING THE NUTRIENT t • J` BUFFER ,, 2
�,".-:. rx? '-;, ,. R PRESERVATION
REDUCTION ASSOCIATED WITH 37 FEET OF THE DESIGNED 37o FEET OF STREAM RESTORATION TO A1.. S° 8.) STREAM RESTORATION NOTES AND DETAILS (2)
_
MITIGATE FOR THE REDUCTION OF NUTRIENT REMOVAL CAPACITY ASSOCIATED WITH THE IMPACTED F `) , 'r, r r : ..< -• - `• A, EROSION AND SEDIMENT CONTROL PLAN
BUFFER. DETAILED WATER QUALITY CALCULATIONS ARE PROVIDED ON SHEET SR 3 AND SR-4.
90� ��, ��• lo.) EROSION AND SEDIMENT CONTROL NOTES
/��\� �.• yrr r. Z.
SPECIFICALLY, THIS PLAN ADDRESSES: ,.,. .• 11.) STREAM RESTORATION PLANTING PLAN
.�
♦
♦♦
TRIBUTARY #3: BUFFER PRESERVATION 12. HYDROLOGY AND HYDRAULIC ANALYSIS
1.) STREAM RESTORATION AND BANK STABILIZATION USING NATURAL CHANNEL DESIGN �\ �a )
�` '` "''`
PRINCIPLES, METHODS AND TECHNIQUES , \ �`• �,
2.) RIPARIAN BUFFER ENHANCEMENTS AND BUFFER CREATION ALONG THE TRIBUTARY 1 CORRIDOR .! ` \ ` , ! •.
KEY PLAN
USING BIOENGINEERING (I.E. LIVE STAKES) AND NATIVE LANDSCAPE PLANTINGS. S �� .� sue'-� ,�, "
`r
SITE DATA
3.) HYDROLOGIC AND HYDRAULIC ANALYSIS COMPLETED IN CONJUNCTION WITH THE PROPOSED �, : ` '•
RESTORATION DESIGN. �' .�, >� �� ' �. STREAM RESTORATION
��
• `� PROJECT LIMITS = 0.63 ACRES
A.) HYDROLOGIC ANALYSIS COMPLETED USING TR-55 METHODOLOGY IN BENTLEY'S POND PACK -EXISTING BUFFER
STREAM PER .
AND EVALUATION OF REGIONAL CURVES AND REGRESSION EQUATIONS —- ( `� ; • �, ' •�.•`
ALBEMARLE COUNTY •
••�'•�,
B.) HYDRAULIC ANALYSIS COMPLETED IN U.S. ARMY CORPS OF ENGINEER'S HEC-RAS - A��>p
;.1 N \ � , � �• , ` � .. • /
� LIMITS OF DISTURBANCE (PROJECT LIMITS) FOR
4.) WATER QUALITY IMPACT ASSESSMENT CALCULATIONS USING CHESAPEAKE BAY PRESERVATION
". •' / ! / / j • n� STREAM RESTORATION ACTIVITIES ARE LOCATED
ACT GUIDANCE IN CONJUNCTION WITH EPA S EXPERT PANEL RECOMMENDATIONS FOR PROTOCOL #1: :^:;.: ;-,,� �- � •, � . � /� \\, � � /: � - "'� ;F ; „*
BANCS METHOD FOR CALCULATING NUTRIENT REDUCTION ASSOCIATED WITH BANK STABILIZATION .� •
• '� � ` / � �`• WITHIN THE LIMITS OF PHASE 1&2 DEVELOPMENT,
ACTIVITIES. /)
AND ARE COVERED UNDER THE PHASE SWPPP
1&2
THIS PLAN IS DESIGNED TO PROVIDE SPECIFICATIONS AND CONSTRUCTION PARAMETERS FOR TRIBUTARY #1:
STREAM RESTORATION:
STREAM RESTORATION NECESSARY TO STABILIZE A PREVIOUSLY DEGRADED STREAM SYSTEM } �— — � % /
IDENTIFIED IN USACE PERMIT # WP4-13-123o AS REQUIRING RESTORATION AND APPROVED AS A /
ISSUE
TEMPORARY IMPACT TO WATERS OF THE U.S.
SURVEY AND BASE INFORMATION
REV #
DATE
DESCRIPTION
PROPOSED STREAM RESTORATION PRACTICES INCLUDE:
1.) MODIFICATIONS TO CHANNEL GEOMETRY, PATTERN AND PROFILE DESIGNED TO REPLICATE ROUDABUSH ' � ,_ •—�` " ; � � � � � �� ' � �- , GALE & ASSOCIATES, INC.
1
3/2/2018
PER COUNTY COMMENTS
CONDITIONS IDENTIFIED IN AN ON -SITE STABLE REFERENCE REACH. s --�' n �? - •
914 MONTICELLO ROAD
2.) CHANNEL RELOCATION IN SELECT AREAS AS NEED ABANDON TORTUOUS MEANDER BENDS AND ` '�_ •� • ' �. '� i ' / CHARLOTTESVILLE, VIRGINIA 22902
ATTAIN A STABLE STREAM PATTERN ALIGNED WITH THE EXISTING VALLEY 9
2
4/16/2018
PER COUNTY COMMENTS
PHONE: (434) 976-0205
IN GRADE CONTROL MODIFIED CROSS VANES, ROCK SILLS) AND HABITAT
3.) -STREAM (I.E. - I
ENHANCEMENTS DESIGNED TO CREATE STABLE STREAM FACETS (I.E. RIFFLES, POOLS) AND
. -_ ^ ' � r \
r' I I\\�
DYNAMIC EQUILIBRIUM. � rrrrrv` ` �••
• r ••i•' BOUNDARY SURVEY: ROUDABUSH, GALE & ASSOCIATES (434) 977-0205
' `, ,•i•• 4.) STABLE TRANSITIONS UPSTREAM AND DOWNSTREAM OF THE PROPOSED CULVERT (SEE CIVIL SITE TRIBUTARY #5: TOPOGRAPHIC SURVEY: LOUISA AERIAL SURVEYS, 20o8 (540) 967-1499
`� FIELD VERIFIED BY ROUDABUSH, GALE &ASSOCIATES IN 2014
DESIGN PLANS PROVIDED BY ALAN FRANKLIN P.E. FOR DESIGN DETAILS) BUFFER PRESERVATION ,' j••�•
-:::.• PERMIT INFORMATION
F
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���PL
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TEMPORARY IMPACTS FOR STREAM RESTORATION AND PERMANENT
IMPACTS ASSOCIATED WITH DEVELOPMENT, STREA,M CROSSINGS
o SCOTT C. BLOSSOM
AND STORMWATER MANAGEMENT FACILITIES WERE PREVIOUSLY
Lie. No. 40287
PERMITTED AND APPROVED UNDER PERMIT # WP4-13-1230. ALL
�0-
ASSOCIATED MITIGATION CREDITS WERE PREVIOUSLY PURCHASED
N
AND APPROVED BY THE DEPARTMENT OF ENVIRONMENTAL QUALITY
AND THE U.S. ARMY CORPS OF ENGINEERS
`sIONAL
(DEQ) (USAGE).
Job No: 1005
Drawn By: BCE
SCALE: 1 INCH - 20o FEET
Date: 12.4.2017
Checked By: Scott C. Blossom, P.E.
COVER
01 2001 400' $00'
APPROVED
by the Albemarle County
CONTOUR INTERVAL = 2 FT
Community Development Department
Date 5/9/2018
File WP0201800007
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EXISTING WATER LINE CROSSING AS -
PREVIOUSLY APPROVED UNDER SEPARATE
COVER. CONTRACTOR TO STABILIZE
TRANSITION TO NATURAL STREAM CHANNEL
DESIGN IF NEEDED AS APPROVED BY
/
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ENGINEER. Jim
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\� EXISTING SANITARY SEWER CROSSING AS •`•e
APPROVED IN PHASE i SITE PLANS (SEE CIVIL S •••
DESIGN PROVIDED BY ALAN FRANKLIN P.E. \
FOR ADDITIONAL INFORMATION
� � S
EXISTING TEMPORARY STREAM CROSSING AS APPROVED IN
PHASE 1 EROSION AND SEDIMENT CONTROL PLAN. SEE CIVIL
SITE DESIGN PLANS AND PHASE 1 EROSION AND SEDIMENT
CONTROL PLANS FOR APPROVED STREAM CROSSING, ROAD
AND BRIDGE DESIGN.
i'
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SCALE: 1 INCH = 3o FEET
0' 3 0' 6 o' go, ♦ ,
CONTOUR INTERVAL = 2 FEET
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DSO
EXISTING HEADCUT AND VERTICAL
INCISION
360
PREVIOUSLY APPROVED ROAD CROSS AND PERMANENT
STREAM CHANNEL IMPACTS (PERMIT # WP4-13-1230).
MITIGATION CREDITS WERE PREVIOUSLY PURCHASED AND
APPROVED.
NOTE: PROPOSED STREAM RESTORATION ACTIVITIES ARE
LOCATED WITHIN PREVIOUSLY APPROVED TEMPORARY
STREAM CHANNEL IMPACTS AREAS
EXISTING DEBRIS JAM
EXISTING ACCELERATED LATERAL
BEND MIGRATION
EXISTING CONDITIONS AND BANCS REACH SUMMARY
40�'
4
�4A41
OR05� 4� /
\4� 5
CD
LIMITS OF DISTURBANCE /
STUDY AREA
SOILS SUMMARY TABLES
WATER TABLE
MAP
HYDROLOGIC
SURFACE
KSAT
UNIT
SOIL NAME
SLOPE
SOIL GROUP
RUNOFF
UPPER
LOWER
(IN/HR)
B
LIMIT
2.0-3.5
LIMIT
>6.0
0.57 -
1 B
ABELL SILT
2 - 7 %
MEDIUM
LOAM
1.98
46B
2 - 7 %
C
HIGH
1
1
00
SILT LOAM
.0-2.5
.8-3.0
06
MANTEO
5
CHANNERY
2 - 7 %
C/D
LOW
1 98 _
SILT LOAM
5.95
1 98 -
MANTEO
51 C
CHANNERY
7 - 15 %
C/D
LOW
-
-
r' yr'
SILT LOAM
62B
NASON
2 - 7 %
C
MEDIUM
-
-
059
SILT LOAM
18
W
WATER
-
-
-
-
-
-
SOIL SURVEY GEOGRAPHIC (SSURGO) DATABASE FOR ALBEMARLE COUNTY, VA
SOURCE: U.S. DEPARTMENT OF AGRICULTURE, NATURAL RESOURCE
CONSERVATION SERVICE
LEGEND
PROPOSED LIMITS OF HIGH BEHI
`.•�• DISTURBANCE (STREAM MODERATE NBS
RESTORATION PROJECT AREA)
SITE BENCHMARK VERY HIGH BEHI
(PER ROUDABUSH, GALE AND
� MODERATE NBS
ASSOC. SURVEY)
EXISTING WETLANDS
(PER KIRK HUGHES & ASSOC. VERY HIGH BEHI
SURVEY) HIGH NBS
EXISTING
STREAM CHANNEL LIMITS MODERATE BEHI
(PER KIRK HUGHES & ASSOC. MODERATE NBS
Air•�. SURVEY)
•
••e EXISTING POND APPROVED
(PER KIRK HUGHES &ASSOC. ) PERMANENT STREAM
SURVEY) IMPACT LIMITS
Air
APPROXIMATE EXISTING WATER
EXISTING TREE LINE
i (PER KIRK HUGHES & ASSOC. LINE APPROVED
i SURVEY) PER PHASE 1 PLANS
,•, � �� � EXISTING TEMPORARY QEXISTING
• 'I'S SANITARY LINE
♦ • STREAM CROSSING
• � PER PHASE 1 PLANS
p3 p4
y �
•
ee,h � e, • e
� O �
ee O�
4�
I EXISTING SIDE CHANNEL IN STABLE CONDITION TO BE PRESERVED. I
EXISTING CONDITIONS SUMMARY
THE EXISTING STREAM CHANNEL WITHIN THE LIMITS OF THE PROPOSED RESTORATION
REACH IS CHARACTERIZED BY EXTREME BANK EROSION, VERTICAL INCISION AND
ACCELERATED LATERAL BEND MIGRATION. IN SELECT LOCATIONS, BANK HEIGHTS
APPROACH 6 FT AND ARE LACKING VEGETATIVE COVER. IN ADDITION, LOCALIZED
DEBRIS JAMS HAVE CREATED HEADCUTS IN CHANNEL, RESULTING IN VERTICAL GRADE
CHANGES AND DISRUPTION OF NATURAL STREAM FACET SEQUENCING. THE EXISTING
REACH HAS LIMITED DEEPS POOLS AND ASSOCIATED RIFFLE AREAS, AND LIMITED IN
STREAM HABITAT DUE TO SEDIMENT DEPOSITION AND UNSTABLE GEOMETRY.
AS A COMPONENT OF THE EXISTING CONDITIONS ANALYSIS, A ROSGEN STREAM
CHANNEL CLASSIFICATION WAS COMPLETED INDICATING THAT THE STREAM
CLASSIFIES A'TYPE G' CHANNEL WITH THE FOLLOWING CHARACTERISTICS:
- ENTRENCHMENT RATIO =1.2
- WIDTH/DEPTH RATIO = 8-10
- SINUOSITY =
- SLOPE RANGE = 0.02-0.04
- CHANNEL MATERIALS = SANDY/GRAVEL
WHILE IN SELECT LOCATIONS THE STREAM CHANNEL IS BUILDING AN INNER BAR
FEATURE INDICATING THAT A NEW BANKFULL GEOMETRY IS BEING ESTABLISHED, THE
DISCONNECTION FROM AN ACTIVE FLOODPLAIN HAS CREATED CONDITIONS THAT WILL
CONTINUE TO ERODE THE BED AND BANKS AT AN ACCELERATED RATE, CAUSING
DOWNSTREAM SEDIMENTATION AND CHANNEL DEGRADATION. THE CHANNEL WAS
PREVIOUSLY APPROVED FOR STREAM RESTORATION IN CONSIDERATION OF
ASSESSMENTS USING THE UNIFIED STREAM METHODOLOGY (USM) IN COORDINATION
WITH REGULATORY PERMITTING.
BANK ASSESSMENT FOR NON -POINT SOURCE
CONSEQUENCES OF SEDIMENT SUMMARY (BANCS)
IN ORDER TO CHARACTERIZE EXISTING STREAM CHANNEL AND BANK CONDITIONS AS
THEY RELATE TO ASSOCIATED BANK EROSION, BLOSSOM CONSULTING AND
ENGINEERING INC (BCE) COMPLETED EVALUATIONS OF THE BANK ERODIBILITY
HAZARD INDEX (BEHI) AND NEAR BANK STRESS (NBS) IN THE EXISTING STREAM
CHANNEL. IN ACCORDANCE WITH THE ENVIRONMENTAL PROTECTION AGENCY'S
EXPERT PANEL RECOMMENDATIONS FOR PROTOCOL #1, THE BEHI AND NBS VALUES
WERE UTILIZED TO QUANTIFY PROJECTED EROSION RATES FOR SPECIFIC BANKS ALONG
THE RESTORATION REACH.
BANK LENGTHS AND BANK HEIGHTS WERE MEASURED IN THE FIELD AND SEPARATED
INTO REACH SEGMENTS BASED ON SIMILAR CHARACTERISTICS (BANK HEIGHTS) AND
EVALUATED FIELD PARAMETERS (I.E. BEHI AND NBS)
FOR THE PURPOSES OF THIS ANALYSIS, THE U.S. FISH AND WILDLIFE SERVICES BANK
EROSION RATE CURVES WERE UTILIZED AND ARE SUMMARIZED BELOW IN
CONJUNCTION WITH THE RESULTS OF THE BEHI AND NBS ASSESSMENT. USING THE
PROJECTED EROSION RATES, THE VOLUME OF SEDIMENT TRANSPORTED ON AN
ANNUAL BASIS WAS QUANTIFIED, AND THE ASSOCIATED NUTRIENT LOADING
CALCULATED.
BASED ON THIS ANALYSIS OF EXISTING STREAM CHANNEL CONDITIONS IN THE
RESTORATION REACH,12o TONS OF SEDIMENT ARE EXPECTED TO BE DELIVERED TO
DOWNSTREAM RECEIVING WATERWAYS PER YEAR, WITH AN ASSOCIATED 63 POUNDS OF
TOTAL PHOSPHORUS BOUND TO THE SEDIMENTS. AS SUMMARIZED ON SHEET 4:
STREAM RESTORATION MASTERPLAN, THE PROPOSED STREAM RESTORATION IS
EXPECTED TO PREVENT THIS SEDIMENT FROM MIGRATING DOWNSTREAM AT A 50 %
REMOVAL EFFICIENCY.
PROTOCOL #1: Bank Assessment for Non -point Source Consequences of Sediment (BANCS)
Stream:
Date
Tributary to Main Stem
11/13/2017
Location:. fiivanna Village
Observer: Scott C. Blossom P.E., CFfA
Bank Erosion Curve
USfWS
(1}
(4)
M
(6)
(7)
(8)
(9)
(10)
Reach ID
BEHI rating
(Worksheet PI -
BEHI) ladjectivej
NBS rating
IWorksheet PL-
NBS) (adjective)
Bank erosion
rate(Worksheet
PI -Eros Curves)
(ft/yr)
Total Length
of affected
banks) (ft),
Study bank
height (ft)
Erosion
subtotal
((6)x(7)x(8)I
[ft'/yr)
Erosion Rate
(tonslyr} (at
125lbs/cl bulk
density)
1
High
Moderate
0.6
263
5
789.00
49.31
2
High
Moderate
0.6
55
4
132.00
8.25
3
Very High
Moderate
0.7
67
5
234.50
14.65
4
Very High
Moderate
0.7
82
4
229.60
14.35
5
Very High
High
1
110
4.5
495.00
30.94
6
Moderate
Moderate
0.08
1 80
1 4
25.60
1.60
7
Moderate
Moderate
1 0.08 1
82 1
3
19-68
1.23
Total Stream bank length affected
Total Stream Bank (L.F.)
739,00
Erosion subtotals in column (9) for each BEHI/NBS combination
Total Erosion (ft'lyr)
1 925-38
Erosion in yds3/yr Total Erosion (yds'!yr)
71.31
Erosion in tonslyr Total Erosion (tonsryr)
120.34
Erosion per unit length of channel bank Total Erosion (tonsiyrlft)
0.183
Source: This worksheet was adapted trom Wildland Hydrology.
The book titled watershed Assessment of River Stability and Sediment Supply (WARSSS) by
Dave Rosgen and Hilton Lee Silvey should be referenced for additional background, explanations, and context
PROTOCOL #1: Prevented Nutrient Erosion - Total Phosphorus
Stream: fnbutary Nl: Ic IAain Stern Location: Rivanna Villap Phase 2
Station: Reach 1 and Reach 2 Observer: Scott C. Fmossvm P-E., [FM
Date 11113/2017
zam Restora,.lon Efficiency per CBP Protocol So%
Default Cwwritrations
CBP Default Conc. of P in soil 525 ppm
As weight per ton of sediment 1.05 Ibs P per ton of sediment
IL) (2)
(3)
(4)
(Sj
(6)
Prevented P
Length of
prevented P
Total
Prevented
Prevented P
€rosion Credit w/
Erusion Credit
R.•.�ch 14
Aflected
sediment Erosion
€rosion
Reductlnn Factor
wj Reduction
Itonslyrl
llbs/yrl
Factor par ft
banks (lF)
{Ih z,
tributary to]
739
120.34
126.3S
$3.18
0.485
Total Pre
RIVANNA VILLAGE: BUFFER
MITIGATION PLAN
PHASE II
ALBEMARLE COUNTY, VIRGINIA
SCE
Blossom Consulting and Engineering Inc.
1107 Professional Drive, Suite G
Williamsburg VA 23185
p: 757-870-4825
KEY PLAN
ISSUE
REV # DATE
DESCRIPTION
�,LT H
OF
o
f
SCOTT C.
Lic. No.
BLOSSOM a
40287
o
�sS10NAL
w4�
���1
Job No: 1005 Drawn By: BCE
Date: 12.04.2017 Checked By: Scott C. Blossom, P.E.
EXISTING CONDITIONS (STREAM RESTORATION)
PHOTO #1: LOOKING UPSTREAM IN REACH 1. STREAM REACH EXHIBITS
SIGNS OF VERY HIGH EROSION RATES INCLUDING INCISION BENEATH
ROOTING DEPTH, BANK SLUMP, AND STEEP BANK ANGLES. CHANNEL
LACKS STABLE STREAM FACETS (I.E. RIFFLES, POOLS) AND LACKS IN
STREAM HABITAT.
PHOTO #2 LOOKING DOWNSTREAM AT REACH 2. FROM EXISTING
TEMPORARY STREAM CROSSING. STREAM REACH EXHIBITS SIGNS OF
ACCELERATED LATERAL BEND MIGRATION AND DISCONNECTION FROM
EXISTING FLOODPLAIN. CHANNEL IS ENTRENCHED AND LACKS IN
STREAM HABITAT FEATURES.
PHOTO #3 LOOKING DOWNSTREAM AT REACH 2 TOWARDS TRANSITION
AREA BETWEEN PROPOSED RESTORATION ACTIVITIES AND MODERATELY
STABLE REACH. NOTE LEFT BANK ANGLES APPROACHING go DEGREES
AND ASSOCIATED BANK SLUMP.
PHOTO #4 LOOKING AT RIGHT BANK EROSIONAL FEATURE WITH
ASSOCIATED BANK HEIGHT OF APPROXIMATELY 3.5-4 FEET. NOTE
EXPOSED ROOTS AND EROSION BENEATH ROOTING DEPTH. SURFACE
PROTECTION MINIMAL.
SR-3
7..S
•I/
900
X
PROPOSED START OF TRANSITION REACH. STABILIZE
TEMPORARY UTILITY CROSSING MATCHING DESIGN
DIMENSIONS OF RESTORATION REACH. DESIGN PROVIDED \
UNDER SEPARATE COVER. + \
- +
PROPOSED START OF STREAM RESTORATION
ACTIVITIES, TRANSITION TO PROPOSED CHANNEL +
DOWNSTREAM OF PROPOSED EASEMENT
\ _ PROPOSED BOULDER TOE PROTECTION TO PROTECT \ I
ADJACENT SANITARY SEWER (SEE DETAIL 4 SHEET
/ SR-7) \ \
T' EXISTING EXTREME STREAM BANK EROSION. CHANNEL TO BE ABANDONED
STABILIZED AS BANKFULL BENCH AND RE -PLANTED
oe HS2a WITH NATIVE VEGETATION (SEE DESIGN SECTIONS SHEET SR-6)
♦ \
LEGEND
\ LIMITS OF DISTURBANCE FOR PROPOSED
-'� STREAM RESTORATION CONSTRUCTED RIFFLE
(SEE DETAIL 6, SHEET SR-8)
EXISTING WETLANDS
PROPOSE
(PER KIRK HUGHES & ASSOC. PROFILE STATION
SURVEY)
(�IEXISTING STREAM CHANNEL PROPOSED BOULDER
LIMITS (PER KIRK HUGHES & °
� °o ° CLUSTER (SEE DETAIL 5
ASSOC. SURVEY) ° SHEET SR-8)
EXISTING CONTOURS PROPOSED
I (PER KIRK HUGHES & ASSOC, STREAM RESTORATION
SURVEY) (37o LF t)
�) PROPOSED TREE LINE SEE PLANTING PLAN PROPOSED CROSS VANE
SHEETSR (SEE DETAIL 2 SHEET SR-7)
PROPOSED MODIFIED
) CROSS VANE PROPOSED ROCK SILL
(SEE DETAIL 1 SHEET SR-7) (SEE DETAIL 3 SHEET SR-8)
C
>> A ';�"
\ v v PROPOSED CONSTRUCTED RIFFLE OVER
S >>> P \ SANITARY LINE (I.E. NO LARGE BOULDERS) TRANSITION TO CULVERT INLET (SEE DESIGN
> ♦ ' PROFILE SHEET SR AND DESIGN DETAIL SHEET SR 8 INSTALL RIP RAP TOE AND BANK
~., NODE Og ,� +
v
.�
I
> \A
\,
\ \
/
RESTORATION REACH 1= 210 FT (APPROX.) \
ICI
SCALE: 1 INCH = 4o FEET
0' 40' 8o'
CONTOUR INTERVAL = 2 FT
PROPOSED BOX CULVERT
UPSTREAM INVERT = 349 FT
DOWNSTREAM INVERT = 348 FT `
LENGTH = 7o FT (SEE CIVIL SITE
DESIGN PLANS PROVIDED BY ALAN
FRANKLIN P.E. FOR ADDITIONAL
DESIGN INFORMATION /
RESTORATION REACH 2 =16o FT (APPROX.)
I
_5 #5> _ ).
I PROTECTION io FEET UPSTREAM AND DOWNSTREAM OF CULVERT (BOTH BANKS) SEE DETAIL 3
AND 5 SHEET SR-6)
PROPOSED CONSTRUCTED RIFFLE OUTFALL PROTECTION DOWNSTREAM
OF CULVERT OUTFALL TRANSITIONS TO NATURAL CHANNEL
VIA PROPOSED MODIFIED CROSS VANE GRADE CONTROL STRUCTURE (SEE DETAIL > SHEET SR-7)
S �» i
PROPOSED TRANSITION TO EXISTING CHANNEL
0 _ — UPSTREAM OF CONFLUENCE WITH EXISTING SIDE CHANNEL
/ - x 356
� > _ — -
-♦ ,--------
w, NODE S3h
+
EXISTING STREAM BUFFER PER
ALBEMARLE COUNTY
/ x
+
i6o PROPOSED STREAM RESTORATION MASTERPLAN
TYPICAL RIFFLE DIMENSIONS
THE TYPICAL RIFFLE CROSS SECTION AS SHOWN IN REPRESENTATIVE CROSS SECTION A -A' PRESENTS THE DIMENSIONS OF THE PROPOSED CHANNEL IN
THE RELATIVELY 'STRAIGHTSECTIONS OF THE RESTORATION REACH BETWEEN POOLS. THE RIFFLE WILL TRANSITION TO A 'RUNSECTION 3-5 FT BEFORE
EACH POOL, AND BEGIN AT THE END OF THE 'GLIDE' SECTION 3-5 FT DOWNSTREAM OF EACH POOL. THE RIFFLE SECTION IS DESIGNED WITH A 2 FOOT WIDE
'BANKFULL BENCHAT 1 FT ELEVATION ON THE LEFT AND RIGHT BANKS. THE BANKFULL BENCH SHALL TRANSITION TO THE INNER BAR FEATURE IN EACH
POOL SECTION (SEE TYPICAL POOL DIMENSIONS THIS SHEET). REFER TOT SHEET SR-5 FOR DESIGN ELEVATIONS ALONG THE CHANNEL.
A
370
36o
350
0
PROPOSED GRADE (SEE
DESIGN SECTIONS SHEET
SR-6 AND CIVIL SITE PLANS)
28'
EXISTING EXISTING
GRADE I~ 16 ~I GRADE
I� 12' �I
-------- ---------------------
3 4.Q' \ �� PROPOSED
} r _ _ BANKFULL
PROPOSED
BENCH
GRADE
EXISTING PROPOSED
STREAM GRADE
CHANNEL
PROPOSED GRADE (SEE
DESIGN SECTIONS SHEET
SR-6 AND CIVIL SITE PLANS)
34 0 10 20 30 40 50 bo 70 8o go 100
DISTANCE (FT.)
REPRESENTATIVE RIFFLE CROSS-SECTION A -A'
VERTICAL SCALE: 1" = 1o' HORIZONTAL SCALE: 1" = 1o'
* ELEVATIONS ON TYPICAL SECTION ARE FOR ILLUSTRATIVE PURPOSES ONLY. SEE SHEET SR5 AND SR b FOR DESIGN ELEVATIONS
TYPICAL POOL DIMENSIONS
36o
O
w
w 350
A'
NOTES:
1.) SEE SHEET SR-10 AND SHEET ES-17 AND ES-20 FOR CONSTRUCTION ENTRANCE
STONE ENTRANCE SHALL BE USED IF STREAM RESTORATION CONSTRUCTED SEPARATELY
FROM OTHER SITE CONSTRUCTION.
2.) SEE SHEET SR-1 1 AND SHEET ES-20 FOR TEMPORARY/PERMANENT SEEDING
3.) SEE SHEET ES-20 FOR PUMP AROUND DETAIL
THE TYPICAL POOL CROSS SECTION AS SHOWN IN REPRESENTATIVE CROSS SECTION B-B' PRESENTS THE DIMENSIONS OF THE PROPOSED CHANNEL IN
THE MEANDER BEND SECTIONS OF THE RESTORATION REACH BETWEEN RIFFLES. THE DEEPEST PART OF THE POOL WILL GENERALLY BE LOCATED ON
THE 'OUTER BEND,' AND THE TYPICAL POOL SECTION IS DESIGNED WITH AN 'INNER BARON THE INNER PORTION OF THE MEANDER BEND. THE TYPICAL
POOL SECTION BELOW PRESENTS A 'LEFT OUTER BEND'. 'RIGHT OUTER BENDS' WILL MIRROR THE GEOMETRY SHOWN. THE INNER BAR SHALL MATCH
THE BANKFULL BENCH ELEVATION OF THE RIFFLE TO ALLOW FOR BANKFULL FLOWS TO BE CONVEYED OVER THE INNER BAR. REFER TO SHEET SR-5
AND SR-6 FOR DESIGN ELEVATIONS ALONG THE CHANNEL.
PROPOSED GRADE (SEE PROPOSED GRADE (SEE
DESIGN SECTIONS SHEET DESIGN SECTIONS SHEET
SR-6 AND CIVIL SITE PLANS) I 30' _ I SR-6 AND CIVIL SITE PLANS)
EXISTING I EXISTING
GRADE 16' IGRADE
-------------
r--------------
31
5.0' \ i�
PROPOSED � \� _ ��
GRADE }EXISTING STREAM CHANNEL TO BE
FILLED WITH COMPACTED
STRUCTURAL FILL (SEE NOTES
PROPOSED PROPOSED SHEET SR-7)
GRADE BANKFULL
BENCH
08 3400 10 20 30 40 50 bo
DISTANCE (FT.)
REPRESENTATIVE POOL CROSS-SECTION B-B'
B'
70 8o go 100 1o8
VERTICAL SCALE: 1" = 1o' HORIZONTAL SCALE: 1" = 1o'
* ELEVATIONS ON TYPICAL SECTION ARE FOR ILLUSTRATIVE PURPOSES ONLY. SEE SHEET SR-5 AND SR-6 FOR ACTUAL DESIGN ELEVATIONS
BUFFER MITIGATION PLAN
AS SHOWN ON SHEET SR-2, THE BUFFER MITIGATION PLAN INCLUDES A COMBINATION OF
PROPOSED PRACTICES DESIGNED TO MITIGATE FOR THE PROPOSED IMPACTS TO THE
EXISTING STREAM BUFFER MAPPED BY ALBEMARLE COUNTY. THE IMPACTED BUFFER IS
LOCATED ON THE SOUTHERN PORTION OF PHASE 2 CONSTRUCTION ACTIVITIES AND CONSISTS
GENERALLY OF CANOPY TREES AND MODERATE UNDER STORY GROWTH WITH LIMITED
HERBACEOUS COVER. IMPACTS TO THE EXISTING BUFFER WILL DECREASE ITS POLLUTANT
REMOVAL CAPACITY AND HABITAT VALUE. IN ORDER TO MITIGATE THESE IMPACTS, TRIBUTARY
BUFFER RESTORATION AND LANDSCAPE PLANTINGS ARE PROPOSED THROUGHOUT THE
PROJECT AND RESTORATION OF A TRIBUTARY STREAM CHANNEL AND ITS ASSOCIATED
CORRIDOR IS PROPOSED. THE PROPOSED STREAM RESTORATION ACTIVITIES PROVIDE
SUFFICIENT NUTRIENT REDUCTION TO COMPENSATE FOR THE IMPACTED BUFFER ON A WATER
QUALITY BASIS, AND NATIVE PLANTINGS ARE INCLUDED FOR ENHANCED HABITAT VALUE. THIS
PLAN PRESENTS THE COMPONENTS OF THE PROPOSED STREAM RESTORATION PLAN AND
PROVIDES THE DESIGN AND SPECIFICATIONS FOR CONSTRUCTION. SEE THE PROPOSED
LANDSCAPE PLAN PROVIDED UNDER SEPARATE FOR ADDITIONAL PLANTING AND BUFFER
RESTORATION ACTIVITIES THROUGHOUT PHASE 1 AND PHASE 2.
STREAM RESTORATION DESIGN SUMMARY
THE PROPOSED STREAM RESTORATION REACH (APPROXIMATELY 347 FEET) IS DESIGNED
USING NATURAL STREAM CHANNEL DESIGN TECHNIQUES AS OUTLINED IN THE NATIONAL
ENGINEERING HANDBOOK, CHAPTER 11, NATURAL STREAM CHANNEL DESIGN 40 STEP
PROCEDURE. THE DESIGN WAS COMPLETED IN CONJUNCTION WITH HYDRAULIC ANALYSIS
USING U.S ARMY CORPS OF ENGINEER'S HYDROLOGIC ENGINEERING CENTER'S RIVER
ANALYSIS SOFTWARE (HEC RAS) WITH ROUTED POST DEVELOPMENT HYDROLOGY (SEE SR-12
AND HYDROLOGY SUMMARY BELOW). A COMBINATION OF ON -SITE REFERENCE REACHES IN
FIELD IDENTIFIED STABLE SECTIONS OF STREAM ARE UTILIZED TO CALCULATE
DIMENSIONLESS RATIOS FOR STREAM GEOMETRY AND STREAM FACET DESIGN (I.E. RIFFLE,
POOL, GLIDE, RUN). REGIONAL CURVES AND UNITED STATES GEOLOIGIC SURVEY'S
REGRESSION EQUATIONS ARE USED TO CALIBRATE DESIGN FLOWS. (SEE DESIGN FLOW
SUMMARY BELOW). THE STREAM RESTORATION REACH IS DESIGNED TO PRODUCE A STABLE
NATURAL STREAM SYSTEM THAT WILL FUNCTION IN DYNAMIC EQUILIBRIUM AND ENHANCE
HABITAT. IN ADDITION, THE STREAM RESTORATION IS DESIGNED TO STABILIZE THE STREAM
BANKS TO PREVENT EROSION AND ACCELERATED BEND MIGRATION. IN STREAM GRADE
CONTROL FEATURES (I.E. MODIFIED CROSS VANES AND ROCK SILLS) ARE INCLUDED TO
PROVIDE VERTICAL GRADE CONTROL AND CREATE DEEP POOLS FOR IN CHANNEL DIVERSITY.
BUFFER EQUIVALENCY SUMMARY
GIVEN THE LIMITED AREA AVAILABLE FOR RE -PLANTING OF STREAM BUFFER WITHIN THE
MAPPED CORRIDORS, A COMPREHENSIVE STRATEGY FOR MITIGATING THE IMPACTED
BUFFER IS PROPOSED. THE COMPREHENSIVE STRATEGY INCLUDES RE -VEGETATION AND
LANDSCAPE PLANTING ALONG THE UN -MAPPED TRIBUTARY CORRIDORS, UP;AND
LANDSCAPING AND NATIVE PLANTINGS, AND STREAM RESTORATION. IN ORDER TO
QUANTIFY THE WATER QUALITY IMPACTS ASSOCIATED WITH THE BUFFER ENCROACHMENT
AND QUANTIFY THE MITIGATION CREDIT ASSOCIATED WITH THE PROPOSED STREAM
RESTORATION, BUFFER EQUIVALENCY CALCULATIONS WERE COMPLETED.
WATER QUALITY IMPACTS ASSOCIATED WITH THE BUFFER ENCROACHMENTS WERE
CALCULATED USING THE CHESAPEAKE BAY LOCAL ASSISTANCE DEPARTMENT'S
INFORMATION BULLETIN #3 WHICH PROVIDES METHODOLOGY FOR CALCULATING THE
POLLUTANT LOAD CAPABLE OF BEING REMOVED BY THE IMPACTED BUFFER.
USING THE CALCULATION PROCEDURE OUTLINED IN INFO BULLETIN NO. 3 AND ASSUMING
3,030 FT OF IMPACT (LENGTH OF PERIMETER OF IMPACTED BUFFER), 43 INCHES OF ANNUAL
RAINFALL, AND 100% REMOVAL EFFICIENCY, THE TOTAL WATER QUALITY BASED IMPACT TO
VEGETATED BUFFER = 6.12 LBS TP/YR.
TO MITIGATE THE POLLUTANT REMOVAL CAPACITY OF THE IMPACTED BUFFER, STREAM
RESTORATION OF A TRIBUTARY CHANNEL IS PROPOSED. THE POLLUTANT REMOVAL
CAPACITY OF THE RESTORED STREAM REACH IS CALCULATED USING BOTH THE 'DEFAULT
RATE AND THE BANCS METHODOLOGY (SEE SHEET SR-3 FOR BANK ERODIBILITY ANALYSIS).
A STREAM RESTORATION REMOVAL RATE OF 0.068 LBS TP/FT/YR WAS APPROVED BY THE
CHESAPEAKE BAY PROGRAM OFFICE FOR THE COMMONWEALTH OF VIRGINIA. THIS
REMOVAL RATE EQUATES TO APPROX. 90 FT OF STREAM RESTORATION TO MITIGATE
THE BUFFER IMPACT.
USING THE BANCS METHODOLOGY DESCRIBED ON SHEET SR-3, THE PROPOSED NUTRIENT
REDUCTION PRODUCED BY RESTORING 370 FEET OF HIGHLY DEGRADED CHANNEL IS 63
LBS TOTAL PHOSPHORUS/YEAR. THE NET BENEFIT OF THE PROPOSED STREAM
RESTORATION FAR EXCEEDS THE IMPACTS TO THE BUFFER ON A WATER QUALITY BASIS,
AND CREATES A NET POSITIVE 56 LBS OF ASSOCIATED NUTRIENT CREDIT. AS SUCH,
COMPLIANCE IS ACHIEVED ON A WATER QUALITY BASIS AND THE OWNER AND/OR
COUNTY MAY PURSUE NUTRIENT BANKING UNDER SEPARATE COVER.
DESIGN HYDROLOGY
IN ORDER TO APPROPRIATELY SIZE THE PROPOSED CHANNEL FOR NATURAL CHANNEL
DESIGN, HYDROLOGIC ANALYSIS INCLUDED EVALUATION OF TR-55 HYDROLOGY (SEE SWM-23
AND SWM-24 ON STORMWATER PLANS), REGIONAL EQUATIONS, AND USGS REGRESSION
EQUATIONS. IN ADDITION TO THE BANKFULL FLOW, THE 2, 10, AND 100 YEAR STORM EVENTS
WERE CONSIDER (SEE SHEET SR-10: HYDROLOGY AND HYDRAULIC SUMMARY).
STORM REACHI REACH
EVENT (CFS) (CFS) NOTE: TR-55 METHODOLOGY UTILIZED
FOR PEAK FLOW ESTIMATES WAS
1 YR 28.43 33.21 CALCULATED IN BENTLEY SYSTEM
2 YR 45.36 52.83 POND PACK, WITH ROUTED POST
5 YR 74.54 87.25 DEVELOPMENT CONDITIONS. SEE
10 YR 99.14 114.36 STORMWATER PLAN FOR ADDITIONAL
25 YR 130.03 152.73 DETAILS AND ROUTED POST
50 YR 157.7 189.39 DEVELOPMENT FLOW RATES.
100 YR 190.77 228.30
REGIONAL CURVE (DOLL 2002, URBAN)
Q = DISCHARGE
R1 = 39.3 CFS R2 = 46.5 CFS
A - FLOW AREA (BANKULL)
R1 =7.2SF R2=8.6SF
SELECTED DESIGN FLOW = 40 CFS
(APPROX. 1.25 YEAR RETURN INTERVAL)
(TR-55 NODE S3h)
NOTE: USGS REGRESSION EQUATION
FOR THE BLUE RIDGE REGION
ESTIMATES 15 CFS FOR 2 YEAR
DISCHARGE. GIVEN RURAL NATURE OF
GAUGED STREAMS, THIS VALUE
WEIGHTED LIGHTLY IN DESIGN FLOW
ANALYSIS. HIGHER BANKFULL PEAK
FLOWS ARE EXPECTED IN DUE TO THE
PREVIOUSLY DEVELOPED CONDITION
OF THE WATERSHED.
RIVANNA VILLAGE:
BUFFER MITIGATION PLAN:
STREAM RESTORATION
PHASE II
ALBEMARLE COUNTY, VIRGINIA
BCE
Blossom Consulting and Engineering Inc.
1101 Professional Drive, Suite G
Williamsburg VA 23185
p: 757-870-4825
ISSUE
REV # DATE DESCRIPTION
#1 1 3/2/18 IPER COUNTY COMMENTS
#2 1 4/16/18 12ND ROUND CO. COMMENTS
AjT H of
O Gi
SCOTT C. BLOSSOM
Lie. No. 40287
~A �
Job No: 1005 Drawn By: BCE
Date: 12.04.2017 Checked By: Scott C. Blossom, P.E.
STREAM RESTORATION MASTERPLAN
SR-4
FILEPATH:C:\Users\Owner\Dropbox\BCE Network\Projects\005 RivannaNEW\Design and Ana1ysis\CAD\005_BUFFER_MIT_PLAN_SR_20171110_REV2.dwgI0wnerIApr 12, 2018 at 15:461Layoul: 4 Maslerplan
LL UhiN 1J
w- "L I I \�vvIi ILv vvIII I l 111-11 1 v" II Nt vrvvLn ' l_
•• SEPARATE COVER). MINOR FIELD MODIFICATIONS AND � n /
EXTENSION OF UPSTREAM TERMINUS ACCEPTABLE UPON EXTEND MODIFIED CROSS VANE SILL ACROSS ABANDONED ���♦ STREAM RESTORATION
• • APPROVAL OF ENGINEER \\ \ \ CHANNEL. FILL IN ABANDONED CHANNEL TO PROPOSED PROJECT LIMITS (LOD)
1 \ \ \ \ BANKFULL ELEVATION ONLY. GRADE SLOPE TO MINIMUM 2.5:1 _-
ON ABANDONED LEFT OUTER BEND. /
• / / / EXISTING WETLANDS
i
\
2\I \ ✓ (PER KIRK HUGHES &ASSOC.
U�/ SURVEY)
�• -� S1 -
P
• \ \ / INSTALL ROCK PLUG AT TERMINAL END OF ABANDONED / / EXISTING STREAM CHANNEL
•
••• •.• / . �. \ 1 MEANDER BEND TO ALLOW STABLE DEWATERING OF LIMITS (PER KIRK HUGHES &
• \ .• �• •• \ �! - ABANDONED MEANDER BEND UPSTREAM OF CULVERT / ASSOC. SURVEY)
���• � �',� � '��•����������� � •���••��••�� �.•••• .\ � CROSSING (SEE DETAIL 2 SHEET SR-8) . EXISTING CONTOURS
.•♦o•' ```�'�•���`s ••.• \ � / / J (PER KIRK HUGHES &ASSOC.
CO/ / SURVEY)
•���`41W•� S �•````a �.•� A� PQ� PROPOSED CULVERT (SEE
♦Z ��� �' 2 f ``'• /� CIVIL SITE PLANS FOR
X� •♦##4%p ��� / • DETAILS)
P` •♦ ♦ \ / PROPOSED MODIFIED
♦♦♦♦♦ \ �♦ % CROSS VANE
••,/ ♦/ \ / (SEE DETAIL 1 SHEET SR-7)
SCALE: 1 INCH = 20 FEET
0l 201 40'
CONTOUR INTERVAL = 2 FT
A
356
354
352
350
348
M
PROPOSED
CONSTRUCTED RIFFLE
PROPOSED
LIMITS OF GRADING (LOG)
O PROPOSED BOULDER
O� CLUSTERS
PROPOSED
STREAM RESTORATION
(37o LF f)
PROPOSED CROSS VANE
(SEE DETAIL 2 SHEET SR-7)
�\ PROPOSED BURIED ROCK SILL
1 / I (SEE DETAIL � SHEET SR-8)
L
PROPOSED STREAM RESTORATION PLAN AND LONGITUDINAL PROFILE B,
o>
p
EXISTING GRADE
O
z
z
z
o
z+
o
z
+
o
z
+"
z° f
+"
o
z
A
O?
W r
01
A
W
W
00
N
1p
PROPOSED MAXIMUM 18 INCH STEP
O O
O
O O
HEIGHT (TYP.) AT MODIFIED CROSS
0 0 0
0
0 0 0 o
VANES S1, S2, AND S3.
[Si
PROPOSED ROADWAY ELEVATION 360-362
FEET (SEE CIVIL SITE PLANS FOR ROAD -
PROFILE AND DETAILS
PROPOSED BANKFULL
BENCH ELEVATION
REACH 2
CD O O O O O O O O - - - - - - _ PROPOSED GRADE
i"
PROPOSED STREAM
SUBSTRATE ENHANCEMENT
(SSE)
(SEE DETAIL 8, SHEET
CREATE SMOOTH TRANSITION FROM UPSTREAM STABILIZED
346 I REACH (ASSOCIATED WITH UTILITY CROSSING UNDER
SEPARATE COVER). MINOR FIELD MODIFICATIONS AND
EXTENSION OF UPSTREAM TERMINUS ACCEPTABLE UPON
APPROVAL OF ENGINEER
344
O � 00
342I ro Iv
0 20 40 6o 80 100
LONGITUDINAL PROFILE (STATIONS o+oo - 4+46
VERTICAL SCALE: 1" = 2' HORIZONTAL SCALE: I" = 20'
120
S3
140 16o
18o
S4i
200
STRUCTURE TYPE
STATION
CREST INVERT
S1 : MODIFIED CROSS VANE
0+25
355.6
S2: MODIFIED CROSS VANE
0+98
353.6
S3: MODIFIED CROSS VANE
1 +47
351.7
S4: CONSTRUCTED RIFFLE WITH ROCK SILL
2+02
349.4
S5: CONSTRUCTED RIFFLE WITH CROSS VANE
3+10
347.8
S6: BURIED ROCK SILL
3+34
347.7
S7: BURIED ROCK SILL
3+72
347.6
S8: BURIED ROCK SILL
4+12
347.4
4 FT HEIGHT
INV. US = 349.0 F f SPAN WIDTH
INV. = 348.0 FT 9 m
LENGTH = 70 FT a
gi O
z z o
SEE CIVIL SITE PLAN
DESIGN FOR + + z
DETAILS
PROPOSED CONSTRUCTED
RIFFLE UNDERLAIN WITH 1 FT
CLASS 1 RIP RAP SUBLAYER
(SEE NOTES, SHEET SR-7)
PROPOSED SANITARY SEWER
APPROX. ELEVATION FOR PLANNING PURPOSES
ONLY SEE CIVIL SITE PLANS FOR DESIGN DETAIL
PROPOSED ROCK SILL TO BE
INSTALLED MINIMUM 5 FT
UPSTREAM OF SANITARY
SEWER CROSSING.
220 240 26o 280 300
DISTANCE (FT.)
0
u
y �
S6 z IS7 z cQ
+ + S8
O O
320 340 36o 38o 400 420
TRANSITION TO STABLE CHANNEL UPSTREAM OF CONFLUENCE WITH SIDE
CHANNEL. CREATE SMOOTH TRANSITION BY MATCHING EXISTING BENCH
ELEVATION AND BANK ANGLE. MINOR MODIFICATIONS DUE TO DYNAMIC
CHANNEL CONDITIONS REQUIRE FIELD APPROVAL BY ENGINEER
e
7—
APPROXIMATE LOCATION OF ON -SITE REFERENCE REACH USED IN
CONJUNCTION WITH DIMENSIONLESS RATIOS ADAPTED FROM ROSGEN
TYPE C4b CHANNEL IN SIMILAR VALLEY TYPE. REFERENCE WIDTH = 14 FT,
REFERENCE MEAN DEPTH = 1.1-1.2 FEET.
46o 48o 500 520 540 56o 580
RIVANNA VILLAGE:
BUFFER MITIGATION PLAN
PHASE II
ALBEMARLE COUNTY, VIRGINIA
BCE
Blossom Consulting and Engineering Inc.
1101 Professional Drive, Suite G
Williamsburg VA 23185
p: 757-870-4825
KEY PLAN
ISSUE
REV # DATE DESCRIPTION
;��,LT H op
0
SCOTT C. BLOSSOM a
Lie. No. 40287
,-6O
�SSI ONAL ��C'�
Job No: 1005 Drawn By: BCE
Date: 12.04.2017 Checked By: Scott C. Blossom, P.E.
STREAM RESTORATION PLAN AND PROFILE
SR-5
FILEPATH:C:\Users\Owner\Dropbox\BCE Network\Projects\005 RivannaNEW\Design and Ana1ysis\CAD\005_BUFFER_MIT_ PLAN_SR_20171110.dwglOwnerlDec 04, 2017 at 10:421LayouC 5 Plan and Profile
370
370
365
36o `
355
EXISTING
STREAM
CHANNEL
3500 10 20 30 40
DISTANCE (FT.)
CROSS SECTION STATION 0+02
VERTICAL SCALE: 1" = 5' HORIZONTAL SCALE: 1" =1o'
370
365
50
36o
355
PROPOSED
�7:
GRADE
350 I
0 10 20 30 40
DISTANCE (FT.)
CROSS SECTION 0+42
VERTICAL SCALE: 1" = 1o' HORIZONTAL SCALE: 1" =1o'
370
365
36o
355
3500 10 20
CROSS SECTION o+81'
370
365
a
PROPOSED
GRADE
41
365
H
a
w
m
C
360 w
355
EXISTING
STREAM
CHANNEL
70 80 go 100 3500 10 20
30 40
DISTANCE (FT.)
CROSS SECTION 1+90
VERTICAL SCALE: 1" = 5' HORIZONTAL SCALE: 1" =1o'
a
a
a
a 9
C
N
co
m m
C
C
C
A
N Nxx]]
.x��Aaayy
50 6o
EXISTING
STREAM
CHANNEL
70 8o go 100
9
Y
Y
Y
Y
y
9
� �
Y a
1
0
01
00
0
w
J
R7
4
w
I^�fJx]7
4
w
I^�fJx]7
rrn
<
C4
S
w
A
N
m
C
N
(o�ne7]
m
< C
Cwn C4
C^�fn77 �f7]
^Afx]7
EXISTING
STREAM /
CHANNEL
30 40 50 6o
DISTANCE (FT.)
VERTICAL SCALE: 1" = 1o' HORIZONTAL SCALE: 1" =1o'
360
355
PROPOSE
GRAC
3500 10 20 30 40
DISTANCE (FT.)
CROSS SECTION 1+35
50 6o
r
PROPOSED
GRADE
8o go 100
i
i
i
100,
i
EXISTING
STREAM
CHANNEL
70 80 go 100
365
36o
Cn
a
m
C
N
355
350
a
a
a
..
..
..
a /
w
T
w
01
a
00 /
C
C
C
C
C
C
C
w
w
c
PROPOSED
GRADE
50 6o 70 80 go 100
Ch
W
y
W
c /
W
b
�
2
4 /
RAF
100,00
i
PROPOSED
GRADE
EXISTING
STREAM
CHANNEL
345 ------
0 10 20 30 40 50 6o 70 8o
DISTANCE (FT.)
CROSS SECTION 3+50
VERTICAL SCALE: 1" = 5' HORIZONTAL SCALE: 1" =1o'
365
36o
355
350
345
0 10 20 30 40
DISTANCE (FT.)
CROSS SECTION 3+90
VERTICAL SCALE: 1" = 5' HORIZONTAL SCALE: 1" =1o'
36o
355
350
345
EXISTING
STREAM
CHANNEL
340
0 10 20 30 40
DISTANCE (FT.)
CROSS SECTION 4+46
50
a
a a
a
00
co
i
m
m
J
T
6o 70 8o
a
T
m
m
100
100
1
PROPOSED
GRADE
50 6o 70 80 go 100
STREAM RESTORATION CROSS SECTION NOTES
1.) ALL SECTIONS OF THE RESTORATION REACH (BOTH
REACH 1 AND REACH 2) SHALL RECEIVE STREAM SUBSTRATE
ENHANCEMENT (SSE) AS SPECIFIED ON DETAIL 8 SHEET SR-8
AND AS SHOWN ON THE DESIGN PROFILE. SSE SHALL BE
APPLIED TO THE CHANNEL BOTTOM OF THE CHANNEL UP TO
THE BANKFULL ELEVATION AND SPAN THROUGH THE
BANKFULL BENCH.
2.) THE CROSS SECTIONS DEPICTED ON THIS SHEET ARE
REPRESENTATIVE CROSS SECTIONS AT KEY LOCATIONS
ALONG THE RESTORATION REACH, CONTRACTOR SHALL
INTERPOLATE BETWEEN CROSS SECTION STATIONS AND
IMPLEMENT GRADUAL TRANSITIONS BETWEEN SECTIONS
TO MEET DESIGN ELEVATIONS. GIVEN THE VARIABILITY IN
STREAM CONDITION SINCE THE TIME OF SURVEY, FIELD
MODIFICATIONS ARE ANTICIPATED AND SHALL BE
COORDINATED WITH THE ENGINEER.
3.) ALL DISTURBED AREAS/SLOPES, (ABOVE BANKFULLAT 1
FT DEPTH) SHOWN ON THE CROSS SECTIONS ON THIS SHEET
SHALL RECEIVE 6 INCHES OF TOPSOIL PRIOR TO SEEDING
(SEE PLANTING PLAN SHEET SR-111) AND STABILIZING WITH
COIR 700 MATTING. MATTING SHALL BE SECURELY KEYED
INTO THE TOP OF THE BANK AND AT THE TOE BENEATH THE
STREAM SUBSTRATE ENHANCEMENT.
4.) SEE CIVIL SITE DESIGN PLANS FOR ADDITIONAL
INFORMATION AND DESIGN SPECIFICATIONS RELATED TO
THE PROPOSED CULVERT CROSSING AND INLET AND OUTLET
PROTECTIONS. AS DETAILED HEREIN,CLASS 1 RIP RAP TOE
AND BANK PROTECTION (MIN 2.2 FT DEPTH) SHALL BE
INSTALLED 10 FEET UP AND DOWNSTREAM OF THE
PROPOSED CULVERT CROSSING ON BOTH BANKS. SEE
DETAILS 3 AND 5 SHEET SR-7.
RIVANNA VILLAGE:
BUFFER MITIGATION PLAN
PHASE II
ALBEMARLE COUNTY, VIRGINIA
SCE
Blossom Consulting and Engineering Inc.
1101 professional Drive, Suite G
Williamsburg VA 23185
p: 757-870-4825
ISSUE
REV # DATE DESCRIPTION
ALT H op
SCOTT C. BLOSSOM a
Lic. No. 40287
��SIONAL E��'ti
Job No: 1005 Drawn By: BCE
Date: 12.04.2017 Checked By: Scott C. Blossom, P.E.
STREAM RESTORATION CROSS SECTIONS
SR-6
VERTICAL SCALE: 1" = 1o' HORIZONTAL SCALE: 1" =1o'
FILEPATH:C:\Users\Owner\Dropbox\BCE Network\Projects\005 RivannaNEW\Design and Analysis\CAD\005_BUFFER_MIT_ PLAN_SR_20171110.dwglOwnerlDec 04, 2017 at 10:43ILayoul: 6 Cross Sections
VERTICAL SCALE: 1" = 5' HORIZONTAL SCALE: 1" =1o'
SILL SHALL BE SILL SHALL BE
KEYED IN MIN. 4 SECTION A -A' KEYED IN MIN. 4
FEET FEET
/
BANKFULL
WIDTH
1
BANKFULL
2
ELEVATION
6
SLOPEVANE-OUT
W
a
C7
SLOPEVANE-IN
w
�
OUTER
3
4
I 5
,
BANK /
HEADER ROCKS
FOOTER ROCKS
ROCK SEAMS BETWEEN
HEADER AND FOOTER ROCKS —
SHOULD NOT ALIGN
WHEAD
.4�
7 SELECT
STRUCTURES TIE
ARMS TO %2
BANKFULL AND/OR
INNER BERM
ELEVATIONS
INNER
BANK
ACC
\ BACKFILL BEHIND THE STRUCTURE WITH
----------- \ COMPACTED FILL AND TOP TO BE FINISHED_
-"E-'" WITH RBM MIX AS PER THE TYPICAL RBM
7 INNER \ DETAILS AND TYPICAL SECTIONS
BANK \ �
5= LEAVE FABRIC EXPOSED FOR INSPECTION,
SILL SHALL BE =EAD AFTERWHICH CONTRACTOR TO TRIM
KEYED IN MIN. �6 ,
FEET 5 B
HEADER ROCKS
CLASS I RIPRAP
HEADER ROCKS
FOOTER ROCKS —
� '
SPLASH ROCKS B<
C
BANKFULL
WIDTH __--POOL
—B -
CLASS I RIPRAP
ARMORING _ -
`_ A
2 OUTER
BKF BANK
EXTEND RIPRAP ARMORING 5 —
FEET DOWNSTREAM OF OUTER
VANE ARM AS DEPICTED UNLESS
OTHERWISE SHOWN IN PLAN
VIEW 1
SILL SHALL BE KEYED
IN MIN. 4 FEET
ARMORING
C, NO GAPS
BETWEE
ROCKS
LVANE—GUT
SCOUR POOL TO BE
CONSTRUCTED DURING
INSTALLATION OF STRUCTURE.
SEE PLAN VIEW AND PROFILE
FOR POOL SIZES
NON -WOVEN
GEOTEXTILF
FABRIC
FOOTER _ COMPACTED
ROCKS _ _ _ _. FILL
STRUCTURE DETAIL IS NOT TO
SCALE AND ILLUSTRATIVE.
ACTUAL NUMBER OF
BOULDERS DEPENDS ON
STREAM SIZE, AND IS
ESTIMATED AT 8-io (PER
COURSE) FOR THE STRUCTURE
FACE AND ARMS (NOT
INCLUDING SILLS)
SYLAS1i STREAM FLOW STAKEOUT POINTS 3�4,5 SHALL
ROCKS � LEAVE FABRIC EXPOSED FOR INSPECTION, BE CREST ELEVATION
AFTERWHICH CONTRACTOR TO TRIM
SCOUR WATER SURFACE ELEVATION SPECIFIED ON THE PROFILE.
PROPOSED CHANNEL POOL 4 STAKEOUT POINTS 1,2,6 AND 7
THALWEG SHALL BE BANKFULL
NUMBER OF SPLASH ROCKS IS — — — COMPACTED REINFORCED
DETERMINED BY WIDTH OF
BED MIX
OPEN SPACE IMMEDIATELY
DOWNSTREAM OF FOOTER = I 1 -III=III
-I =
BOULDER AND SIZE OF — — — _ — —
NON -WOVEN
AVAILABLE MATERIAL. REFER FOOTER
GEOTEXTILE FABRIC
TO BOULDER SIZING TABLE FOR ROCKS
MINIMUM SPLASH ROCK SECTION B-B'
COMPACTED CLAY FILL
DIMENSIONS
DETAIL: MODIFIED CROSS VANE
NTS (ADAPTED FROM ROSGEN, WILDLAND HYDROLOGY)
BANK TREATMENTS VARY ABOVE ROCK TOE
PROTECTION (SEE PLAN AND DETAILS)
EXTEND ROCK TOE PROTECTION A
MINIMUM OF 1 FOOT ABOVE
STREAMBED INVERT
CLASS I RIP -RAP, D5o = 1.1 FT.
MINIMUM DEPTH = 2.2 FT.
STREAM SUBSTRATE ENHANCEMENT MIX
SHALL BE INCORPORATED INTO THE
P-RAP
2 FT MIN
i-.
=III= . 0 NORMAL BASE
-III=1 1- FLOW ELEVATION
III-III-III=1 - I-
I I I- - I— - =�I
111=III=III=III= -III=III III=III—�1 fill
HAND -PLACE
SMALLER -III=III- III=11 MIN. 3.2'-11=III=11
RIP -RAP TO -III=1 I I=1 ti1,=1 I I= I!-1 I I-1 I I=1 I-III=1 11=
I I=1 I I=1 11= -III-III-III III=1 l i . I=1 I I III=1 I I III=1 I I=1 I
MINIMIZE VOIDSI-
1I
III —I i I -I i 1-1 11-1 i I III -III I I III III III -III I I ExISTING I I III III I 11=
III= NON -WOVEN III -III -III -III III 11=III=III=11
-III GEOTEXTILE = 111-III-III-III-III-I I sTREAMBED --I I 1=1 I 1=1 11=
111= III=1 I I=1 I I=1 I I=1 I I=1 11= ELEVATION =1 I I=1 I I=1 I I=1 I
--
-I I I III -III -III -III -III -III -III —I I I_I I I—III-III=III=III=1 I I-
1I
=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 I I-1 I I-1 I I-1 I I-1 11=1 11=1 11=1 I I-1 I I-1 11=1 11=
NOTES:
TO BE INSTALLED ON O HIGH ENERGY AREAS UP AND DOWNSTREAM OF
THE BRIDGE CROSSING (10 FEET UP AND DOWNSTREAM BOTH BANKS)
CLASS II RIP -RAP MAY BE USED IF PREFERRED BY SELECTED CONTRACTOR
BUT ALL VOIDS MUST BE FILLED WITH SMALLER MATERIAL.
D1`1TAIL : RIP RAP TOE PROTECTION
(ADAPTED FROM VESCH 3.19)
LEGEND
�5
STAKEOUT POINT
STREAM SUBSTRATE
ENHANCEMENT
I--III=1
IN -SITU MATERIAL AND
III III-
COMPACTED FILL
SILL SHALL BE
KEYED IN MIN. 4
FEET
SECTION A -A'
WIDTH
BANKFULL
1 2 ELEVATION
SLOPEVANE-OUT
I
OUTER
BANK
HEADER ROCKS
FOOTER ROCKS ---
ROCK SEAMS BETWEEN
HEADER AND FOOTER ROCKS
SHOULD NOT ALIGN
SILL SHALL
BE KEYED IN
MIN. 4 FEET 7
SILL SHALL BE
KEYED IN MIN. 4
FEET
SLOPEVANE-n I
WHEAD
0
7
INNER
BANK
SELECT
STRUCTURES TIE
ARMS TO %2
BANKFULL AND/OR
INNER BERM
ELEVATIONS
In
INNER I
BANK I
LVANE-IN I _
6 C' I B STRUCTURE DETAIL IS NOT TO
A' - SCALE AND ILLUSTRATIVE.
BANKFULL ACTUAL NUMBER OF
WIDTH I BOULDERS DEPENDS ON
I STREAM SIZE, AND IS
—SCOUR ESTIMATED AT 8-io (PER
POOi.= C - 5 II �/ ��0 COURSE) FOR THE STRUCTURF,
\ ` B' � Ali FACE AND ARMS (NOT
INCLUDING SILLS)
DER — 4 WHEAD
FOOTJD
CKS
EXTEND RIP - ROCKS
ARMORING 5 FEET A AT LEAST ONE HEADER ROCK
DOWNSTREAM OF REQUIRED AT SPILLOVER
OUTER VANE ARM L /ANE-O'
AS DEPICTED 2 —
UNLESS B
OTHERWISE
SHOWN IN PLAN OUTER
VIEW
CLASS I RIPRAP 1 BANK NO GAPS BETWEEN
ARMORING ROCKS - ALL GAPS TO BE
SILL SHALL BE FILLED IN
KEYED IN SCOUR POOL TO BE CONSTRUCTED
MIN. 4 FEET SILL LOCATION AND INSTREAM DURING INSTALLATION OF
STRUCTURE ARM TIE IN LOCATIONS STRUCTURE. SEE PLAN VIEW AND
MAY BE FIELD ADJUSTED BY DESIGNER PROFILE FOR POOL SIZES
TO AVOID SPECIMEN TREE ROOTS.
HEADER ROCKS
SPLASH STREAM FLOW LEAVE FABRIC EXPOSED FOR INSPECTION,
ROCKS AFTERWHICH CONTRACTOR TO TRIM
WATER SURFACE ELEVATION
SCOUR
POOL 4 _ COMPACTED
PROPOSED REINFORCED
CHANNEL BED MIX
THALWEG
COMPACTED CLAY FILL
NON-WOVEN
NUMBER OF SPLASH ROCKS IS DETERMINED GEOTEXTILE FABRIC
BY WIDTH OF OPEN SPACE IMMEDIATELY FOOTER
DOWNSTREAM OF FOOTER BOULDER AND SECTION B-B' ROCKS
SIZE OF AVAILABLE MATERIAL. REFER TO
BOULDER SIZING TABLE FOR MINIMUM
SPLASH ROCK DIMENSIONS.
DETAIL: CROSS VANE
NTS (ADAPTED FROM ROSGEN, WILDLAND HYDROLOGY)
PROPOSED COIR Too FABRIC NOTE:
SLOPE VARIES, SEE CROSS SECTIONS, NO 1. IF BEDROCK IS PRESENT AT THE CHANNEL
FINISH STEEPER THAN 2:1 SIDE SLOPE (UNLESS INVERT, FOOTER ROCK SHALL STILL BE
REQUIRED UNLESS APPROVAL FOR
GRADE OTHERWISE SPECIFIED) ELIMINATION OF FOOTER ROCK IS OBTAINED
_ _ _ _ _ _ _ L ESTI_MATED_BANK_FULL ELEVATION FROM FAIRFAX COUNTY AND THE
1=III= =III
_ _ — ENGINEER DESIGNER. FOR EXAMPLE, WHERE
III=III=1 III= /
=-1= I -III -III— BEDROCK IS FRIABLE AND WEATHERED AND
III —III- -III-III= =III— HEADER ROCK CAN BE TRENCHED, FOOTER ROCK WILL BE
III —III== =III—III=III= REQUIRED. IN AREAS WHERE BEDROCK IS
III-III-III=1 I I -III -III -III -I I I
11=111=111-1 1=I ==1=1=1=1—I RESISTANT AND BLASTING WOULD BE
III=1=1 III-III-III=1-III-' OFFSET SET REQUIRED, FAIRFAX COUNTY, IN
=1=1 I-III=1=1=1=1-I L 6 TO 18 IN. COORDINATION WITH THE
=III=III=III-III-III-ITI-1T 1
III= =III=III=III= _ _ _ _ _BANKFULL_ _ _ _ _ ENGINEER/DESIGNER, SHALL DETERMINE
-11-1 I I -I I 1 I I 1
_ ELEVATION WHETHER OR NOT TO ELIMINATE FOOTER ROCK.
III -I 11=1 I I I 11=
III -III -III -I STREAM SUBSTRkTE SHOULD FOOTER BOULDERS BE REMOVED DUE
=III=III=III= STREAMBED TO BEDROCK CONSTRAINTS, BOULDER SIZES
=III=III= ENHANCEMENT SS INVERT SHALL BE UPDATED TO 3'x3'x2'.
1=1 ELEVATION AT CL
=1II III=1I!:
III III -III -II � J J
— — FOOTER DEPTH
2.5' MIN
1111-11 LI 1-11�11�11�11_11�1-\/�X�
NON -WOVEN
GEOTEXTILE III=III=1 1=III=III =-_ /
-1 I I -III -III III-III-III-III=1 I I-
GEOTEXTILE FABRIC III= = = III=III=III= COMPACTED FILL (AS
FOOTER ROCK —III-III=1=1 =III= NECESSARY)
I -
(SEE NOTE) IN -SITU SOIL
4 DETAIL: BOULDER TOE PROTECTION
7 (ADAPTED FROM VESCH 3.19 AND ROSGEN)
STAKEOUT POINTS 3,4,5 SHALL
BE CREST ELEVATION
SPECIFIED ON THE PROFILE.
STAKEOUT POINTS 1,2,6 AND 7
SHALL BE BANKFULL
LEGEND
\�.
STAKEOUTPOINT
.'ENHANCEMENT
IN -SITU MATERIAL 1
COMPACTED FILL
FINISH
GRADE
HAND -PLACE III —I
SMALLER RIP -RAP - -
-III-II
TO MINIMIZE=I 1=
VOIDS=11
NON -WOVEN
GEOTEXTILE FABRIC
DETAIL: RIP RAP BANK PROTECTION
(ADAPTED FROM VESCH 3.19 AND WEG)
CONSTRUCTION SPECIFICATIONS
1. EXCAVATE TRENCH ALONG THE BOTTOM OF THE STREAM BED AND TO
THE BANKFULL ELEVATION IN THE STREAMBANK FOR THE PLACEMENT
OF THE VANE ARM. THE TRENCH SHOULD BE' BANKFULL WIDTH AND TO
THE DESIGN ANGLE FOR THE VANE ARM PORTION. PLACE THE HEAD
BOULDERS AT THE END OF THE VANE ARM IN ORDER TO ENCOURAGE
LATERAL FLOW INTO THE EXCAVATED SCOUR POOL. NOTE: VANE MUST BE
PROPERLY TIED INTO THE BANK AT THE SPECIFIED ELEVATION.
2. PLACE FOOTER AND SPLASH BOULDERS TO THE MINIMUM SPECIFIED
FOOTER DEPTH.
3. PLACE HEADER ROCKS ON TOP OF FOOTER ROCKS SO THAT THE HEADER
ROCK RESTS ON ONE HALF OF A FOOTER ROCK BELOW. OFFSET THE
HEADER ROCK IN THE UPSTREAM DIRECTION AND PLACE SO THEY SLOPE
SLIGHTLY AGAINST THE FLOW DIRECTION.
4. VERTICAL ROCK SEAMS BETWEEN HEADER AND FOOTER ROCKS SHOULD
NOT ALIGN.
5. EXTEND THE STRUCTURE INTO THE BANK (I.E. SILL ROCKS) AND
ARMOUR UPSTREAM AND DOWNSTREAM FOR STABILITY WITH BED MIX
AND COMPACTED FILL MATERIALS.
6. CREATE A SILL OF PLACED ROCK PERPENDICULAR TO THE STREAMBANK
EXTENDING AWAY FROM EACH VANE ARM AND INTO THE BANK.
7. SEAL THE STRUCTURE ON THE UPSTREAM SIDE AS DESCRIBED BELOW.
CONSTRUCTION GUIDELINES
i. ALWAYS USE EQUIVALENT OF AT LEAST ONE ROCK WIDTH FOR THE HEAD
OF THE STRUCTURE. REFER TO STRUCTURE ROCK TABLE SIZING.
2. THE ROCK MATERIAL SHALL BE INSPECTED AND APPROVED BEFORE IT IS
PLACED.
3. ALL NATURAL GAPS ON UPSTREAM FACE OF STRUCTURE SHALL BE
SECURELY CHINKED WITH SMALLER DIAMETER ROCK PRIOR TO COVERING
WITH FILTER FABRIC AND BACKFILLING.
4. STRUCTURES MUST BE SEALED WITH FILTER FABRIC AND COMPACT
REINFORCED BED MIX. REINFORCED BED MIX CAN BE COMPACTED 4 FT
(MAX) IMMEDIATELY UPSTREAM AND AROUND STRUCTURE.
5. ENSURE NO LEAKAGE/FLOW UNDER OR AROUND THE STRUCTURE BY
PROPERLY GRADING, SEALING, AND COMPACTING UNDER AND AROUND
THE UPSTREAM SIDE (BACKSIDE) OF THE STRUCTURE ALONG THE VANE
ARMS AND WEIR/HEADER ROCKS WITHIN THE CHANNEL AREA.
6. AFTER INSTALLATION, CHECK PROPER FUNCTION/FLOW PATH BY
OBSERVING FLOW OVER THE STRUCTURE.
*NOTE: FOOTER PLACEMENT TO BE APPROVED BY ENGINEER PRIOR TO
INSTALLATION OF TOP ROCKS FOR ALL STRUCTURES.
NOTE: REFER TO CONSTRUCTION SPECIFICATIONS FOR EARTH FILL
REQUIREMENTS.
PLAN VIEW DEPICTS A STRUCTURE IN A RIGHT MEANDER (WITH THE
OUTER BANK ON THE LEFT AS YOU ARE LOOKING DOWNSTREAM). FOR A
LEFT MEANDER STRUCTURE (WITH THE OUTER BANK ON THE RIGHT AS
YOU ARE LOOKING DOWNSTREAM), THE PLAN VIEW IS A MIRROR IMAGE
OF WHAT SHOULD BE CONSTRUCTED. THE LONGER VANE ARM IS
ALWAYS SITUATED ON THE OUTER BANK.
CONSTRUCTION NOTES AND DETAILS:
FILL MATERIALS
FILL MATERIALS SHALL MEET THE SPECIFICATIONS FOR TILV CONTAINED IN
GEOTECHNICAL REPORT REFERENCED IN THE CONTRACT DOCUMENTS. FILL
MATERIALS CONSISTS OF EXISTING MATERIAL EXCAVATED FROM THE CHANNEL IN
RELOCATION SECTIONS, AND IMPORTED SOILS OF ASTM 2487 CLASSIFICATION TYPE
GW, GP, GM, SW, SP, GC, SC, ML, AND/OR CL FREE OF ROCK OR GRAVEL LARGER THAN 1
INCH IN ANY DIMENSION, DEBRIS, WASTE, FROZEN MATERIALS, VEGETATION AND
OTHER DELETERIOUS MATTER.
CONSTRUCTED RIFFLE
CONSTRUCTED RIFFLES SHALL BE INSTALLED UP AND DOWNSTREAM OF THE
PROPOSED CULVERT CROSSING AND WILL CONSIST OF THE STREAM SUBSTRATE
REINFORCEMENT (SSE) UNDERLAIN BY 1 FT DEPTH OF CLASS 1 RIP RAP FOR A TOTAL
DEPTH OF LINING OF 2.2 FEET. THE CONSTRUCTED RIFFLE SHALL BE INSTALLED TO
PROPOSED DESIGN GEOMETRY OF THE TYPICAL RIFFLE SECTION SHOWN ON THE
MASTERPLAN SHEET SR-4, WITH TRANSITIONAL BANK CONDITIONS AS SHOWN ON THE
CULVERT DESIGN PLANS PROVIDED UNDER SEPARATE COVER. SEE PROFILE ON SHEET
SR-4 FOR STATIONS, DESIGN ELEVATIONS AND LAYER THICKNESS.
BANK TREATMENTS VARY ABOVE RIPRAP
BANK PROTECTION (SEE PLAN AND DETAILS)
EXTEND RIPRAP TO TOP OF BANK
SLOPE VARIES, SEE CROSS SECTIONS, NO
STEEPER THAN 2:1 SIDE SLOPE (UNLESS
OTHERWISE SPECIFIED)
CLASS I RIP -RAP, D50 = 1.1 FT.
MINIMUM DEPTH = 2.2 FT.
SSE MIX SHALL BE INCORPORATED
INTO THE RIP -RAP, AT LEAST 0.5'
ABOVE THALWEG
2 FT MIN
0 NORMAL BASE
1 FLOW ELEVATION
Ill T=Tn_-� rI
NOTE:
1. IF BEDROCK IS PRESENT AT THE CHANNEL
INVERT, FOOTER ROCK SHALL STILL BE
REQUIRED UNLESS APPROVAL FOR
ELIMINATION OF FOOTER ROCK IS
OBTAINED FROM FAIRFAX COUNTY AND
THE ENGINEER/DESIGNER. FOR EXAMPLE,
WHERE BEDROCK IS FRIABLE AND
WEATHERED AND CAN BE TRENCHED,
FOOTER ROCK WILL BE REQUIRED. IN
AREAS WHERE BEDROCK IS RESISTANT AND
BLASTING WOULD BE REQUIRED, FAIRFAX
COUNTY, IN COORDINATION WITH THE
ENGINEER/DESIGNER, SHALL DETERMINE
WHETHER OR NOT TO ELIMINATE FOOTER
ROCK. SHOULD FOOTER BOULDERS BE
REMOVED DUE TO BEDROCK CONSTRAINTS,
BOULDER SIZES SHALL BE UPDATED TO
3'x3'x2'.
111=11=11MIN .3.2'=III=III \
111-III III=1 EXISTING
III -I I -III -I I -III-I I I-
"�-1 11=1 11=1 11=1 I I 11= - STREAMBED
= ELEVATION
RIVANNA VILLAGE:
BUFFER MITIGATION PLAN
PHASE II
ALBEMARLE COUNTY, VIRGINIA
BCE
Blossom Consulting and Engineering Inc.
1101 Professional Drive, Suite G
Williamsburg VA 23185
p: 757-870-4825
KEY PLAN
ISSUE
REV # DATE DESCRIPTION
�,jT H
OF
SCOTT C.
Lic. No.
BLOSSOM a
40287
�0111111111�
�IS1SIONAL
Job No: 1005 Drawn By: BCE
Date: 12.04.2017 Checked By: Scott C. Blossom, P.E.
STREAM RESTORATION NOTES AND DETAILS (1)
SR-7
FILEPATH:Q\Users\Owner\Dropbox\BCE Network\Projects\005 RivannaNE\MDesign and Analysis\CAM005_ BUFFER _ MIT_ PLAN_SIR _20171110.dwg OwnerjDec 04, 2017 at 10.4611-ayout 7 Details (1)
REFER TO PLAN
FOR -
STREAM BANK
PROTECTION
EXISTING
OR NEWLY
EXCAVATED
CHANNEL
DETAIL: ROCK PLUG
COMPACTED
FILL
y�AT
2 FT
X/
CLASS I
RIPRAP
1=_ III=2 FT==1I=1I=1I=1I1-
2 FT III=III=III=I
KEYTRENCH=1=1=1
1=1 11=1 I I I I 1=1 11=1 11=1 I I- J �' 1=, I I III -III -III III-1 11=1 I I
-I 11=1 I I I I I -I IF IIII-
1=1=1 III=1-11I- 2 FTIII-1
=III=III III-III=III=III-II I - _ - _ - - - - --
VARIES SEE
FLAN VIEW FOR UNDISTURBED
DIMENSIONS SUBSTRATE
NTS (ADAPTED FROM ROSGEN, WILDLAND HYDROLOGY & WEG)
i. BOULDER CLUSTERS SHALL BE PLACED IN RIFFLE ZONES AND POOL
AREAS TO CREATE FLOW DIVERSITY AND HABITAT COVER. PLACE
BOULDERS (APPROX. 2' X 2' X 2') IN CLUMPS OF 3-4WITH APPROX. 3-6
INCH SPACE BETWEEN BOULDERS. EACH CLUMP SHALL BE 2-4 FEET
APART AND PLACED IN ALTERNATING MANNER. BOULDER CLUSTERS
WILL NOT REQUIRE A_FOOTER ROCK, BUT SHALL BE 'TAMPED' INTO
THE STREAM SUBSTRATE ENHANCEMENT TO PREVENT ROLLING.
NOTES:
TOPSOIL
PROPOSED COMPACTED
BANKFULL FILL
ELEVATION MATERIAL
mil 2 FT
EXISTING ABANDONED
OR NEWLY//\�� `� CHANNEL
EXCAVATED
CHANNELCOMPACTED
CLAY PLUG\
FT --I - ,
-III-I I_I 1-III =2 -III- 2 FT- III -III-I I_I
I I -I I I -I I I -I 11 -11 1-111-111-111 I, �1 T 1-1 I -111=1 1=1 1=1 1=
1=III=III=III-III=III-III-III-III III=III=III=� III-III-KEYTRENCH= III III-III-11
I I 1=1 11=1 11=1 I I I I 1=1 11=1 11=1 11=1 11=1 11=1 11=1 I� __ ___ _ I-i I i I I 1=1 11=1 11=1 11=
�=III=1 I I=1 I I=111=III=III=1 I I=11 I III=1 I I=11 I- J= 2� T I=_ =III-111-111-1 I I III=111=111=III=111=11
I T 1=1 T 1=T1=1 T 1=1 T 1=1 T 1=1 T 1=1 T 1=111=1 T 1=1 T 1=1 i _TI-T1-I T I 11-1 I I T I-1
1-111-111911-111-1 =1 =1 =1 III -III -III= VARIES SEE PLAN VIEW =1 =1 =1 =1 =1 =1 =1
II II IIWI I l III11-111=111=1 ==1 FOR DIMENSIONS
CLAY PLUG SECTION _ IN -SITU
MATERIAL
DETAIL: CLAY PLUG
NTS (ADAPTED FROM ROSGEN, WILDLAND HYDROLOGY & WEG)
SECTION XS1*
NTS
*SEE TYPICAL RIFFLE DETAIL
FOR DIMENSIONS
STREAM
CEMENT
DETAILS
=PTH OF
E MIX. .
%3 TO 2/3 OF BOULDER
HEIGHT TO PROTRUDE
ABOVE DESIGN INVERT
ELEVATION
1. SIDE SWALE STABILIZATION IS INTENDED TO DIRECT OVER BANK FLOW TO MAIN STEM
FROM EXISTING DEPRESSION FEATURES ENCOUNTERED DURING MAINSTEM GRADING.
SEE PLAN VIEW FOR LOCATIONS. SELECT AREAS MAY REQUIRE FIELD IDENTIFICATION
2. SIDE SWALE TO BE GRADED TO A MINIMUM
3. BOTTOM WIDTH OF 4' AND A MAXIMUM SLOPE OF 4:1.
4. AVOID DISTURBANCE TO EXISTING STABLE BANKS AND TREES. SSE SHALL NOT BE
INSTALLED WHERE EXCAVATION TO ATTAIN FULL SPECIFIED THICKNESS WILL DAMAGE
STABLE TREE ROOTS.
STREAM CHANNEL
MAINSTEM OR TRIBUTARY
PROPOSED
COMPACTED FILL
IF NEEDED TO
REACH STABLE SLOPE
PROPOSED
SIDE SWALE COIR
THALWEG
SSE MIX
12" DEPTH SECTION A -A'
NTS
DETAIL: SIDE SWALE STABILIZATION
NTS (ADAPTED FROM ROSGEN, WILDLAND HYDROLOGY & WEG)
BANKFULL
NTS
GRADE CONFLUENCE TO BLEND
WITH MAINSTEM BANKS
COIR MAT
FAO
MATTING AS
7
NOTE
D ON
THE
EXISTING GRADE
PLANS
FIELD IDENTIFIED
INFLOW FROM
TRIBUTARY OR SEEP
STREAM SUBSTR
ENHANCEMENT
NOTED IDETIL 8, S
STRUCTURE ROCK SIZE SPECIFICATION TABLE
MINIMUM X-AXIS
MINIMUM Y-AXIS
MINIMUM Z-AXIS
STRUCTURE
DIMENSION
DIMENSION
DIMENSION
MODIFIED CROSS VANE,
CROSS VANE, J-HOOK, STEP
2.5 FT
2 FT
2.5 FT
POOL, ROCK STEP ARMORED
STEP POOL
ROCK SILL
2 FT
2 FT
2 FT
SPLASH ROCK
3 FT
2 FT
2 FT
BOULDER TOE PROTECTION
2.5 FT
2.5 FT
2.5 FT
DETAIL: IN STREAM STRUCTURE BOULDER DIMENSIONS AND SPECIFICATIONS
REFER TO PROFILE
SHEETS FOR ADDITIONAL
INFORMATION
COIR FABRIC
A
UPSTREAM ROCK
PROJECTED ONTO
CROSS-SECTION
w r+nnn�
REFER TO RESTORATION PLAN SHEETS FOR
LOCATIONS
CLAY PLUG AND FILL NOTES:
1. CLAY PLUGS SHALL BE PLACED IN LOCATIONS SPECIFIED ON PLANS
WHERE THE EXISTING CHANNEL IS TO BE ABANDONED.
2. CLAY PLUGS SHALL BE "KEYED" INTO EXISTING BED MATERIAL AS TO
PREVENT FLOW INTO ABANDONED CHANNEL, FLANKING, AND
UNDERCUT.
CLAY PLUG FILL SPECIFICATIONS:
1. COHESIVE MATERIALS CLASSIFIED AS ML, CL, MH OR CH PER ASTM
D-2487 (SUBJECT TO COUNTY APPROVAL) INSTALLED IN 8 INCH LIFTS TO
85% COMPACTION
2. CLAY PLUG DIMENSIONS SHALL BE OF ADEQUATE WIDTH TO FILL
EXISTING CHANNEL AND TO MATCH THE ELEVATION OF THE PROPOSED
CHANNEL TOP OF BANK UNLESS OTHERWISE SPECIFIED.
CL REINFORCED BED MIX
(SSE UNDERLAIN WITH 1
FOOT OF CLASS 1 RIP
B'
O RAP) PLACED
ABUTTING SEWER
EASEMENT TO CREATE
SMOOTH AND STABLE
TRANSITION OVER PIPE
B- !
I
BANKFULL WIDTH
1
CL
SECTION A -A'
SANITARY
SEWER
EASEMENT
UTILITY
CROSSING
LOCATION
LEGEND
STREAM SUBSTRATE
ENHANCEMENT (SUB LAYER 1
FT CLASS 1 RIP RAP)
IN -SITU MATERIAL
TOPSOIL
COIR MATTING
BURIED ROCK SILL
INSTALLED MINIMUM OF 5 FT
PLAN VIEW UPSTREAM OF UTILITY
CROSSING
BANKFULL ELEVATION
FLOW- SANITARY SEWER EASEMENT
PLAN VIEW
NTS
Z
ROCK AXIS DEFINITION
X = DIMENSION PERPENDICULAR TO FLOW
Y = DIMENSION PARALLEL TO FLOW
Z = VERTICAL DIMENSION
CONSTRUCTED RIFFLE
SHALL CONSIST OF A 2.2 FT
LAYER OF REINFORCED
STREAM BED CONSISTING
OF SSE AND CLASS 1 RIP
RAP, EACH 1.1 FT THICK.
CONTRACTOR
RESPONSIBLE
FOR
PROTECTION OF
UTILITIES
DURING
CONSTRUCTION
UTILITY CROSSING
LOCATION (REFER
TO CIVIL SITE PLAN
FOR LOCATION
DETAILS.)
GENERAL STRUCTURE NOTES:
ALL STRUCTURE ROCK SHALL BE PLACED SO THAT TOPS OF THE ROCK (AND AS MUCH OF THE ROCK BELOW THE
TOPS OF ROCKS) ARE TIGHTLY ABUTTING EACH OTHER TO FORM A WEIR IN THE STREAM WITH ALL VOID SPACE
BETWEEN ROCKS MINIMIZED TO THE GREATEST EXTENT POSSIBLE. PLACEMENT OF THE ROCKS WITH ROCKS
ABUTTING AND ALL VOID SPACE MINIMIZED MAY REQUIRE THE CONTRACTOR TO SET THE X-AXIS, Y-AXIS OR
Z-AXIS OF ROCK LONGITUDINALLY IN THE CHANNEL.
CONTRACTOR MUST COORDINATE WITH COUNTY TO RECEIVE APPROVAL OF ALL FOOTER PLACEMENT PRIOR TO
SETTING THE TOP ROCKS. FILTER FABRIC MUST ALSO BE VISIBLE BEFORE CUTTING FLUSH.
STRUCTURE ROCKS SHALL BE PLACED SO THAT TOPS OF ROCKS TIGHTLY ABUT EACH OTHER TO FORM A "WEIR'
IN THE STREAM. BECAUSE OF ROCK IRREGULARITIES, NOT ALL PORTIONS OF EACH ROCK WILL BE IN DIRECT
CONTRACT WITH ADJACENT ROCKS. AREAS GREATER THAN "FIST" SIZE (ANYTHING GREATER THAN
APPROXIMATELY (2.5" X 4")) SHALL BE CHINKED WITH SMALLER ROCKS. SAID CHINKING SHALL OCCUR FROM
THE UPSTREAM SIDE OF THE STRUCTURE (SO THAT FLOWS WILL NOT DISLODGE CHINKING MATERIAL).
CHINKING SHALL BE INSPECTED AND APPROVED BY FAIRFAX COUNTY DPWES STAFF PRIOR TO PLACEMENT OF
FABRIC AND BACKFILLING OF THE STRUCTURE.
ALTERNATE ANGLES OF PROPOSED SILLS AS DEPICTED IN PLAN VIEW ON SHEET SR-5. SILL
SHALL BE BURIED ACROSS STREAM CHANNEL THALWEG AND SHALL CONFORM TO SLOPE UP
TO BANKFULL AND ACROSS BENCH
PLAN VIEW
PROPOSED FINAL GRADE
LEFT BANK
STAKEOUT POINT
RIGHT BANK
STAKEOUT POINT
I N . 4' 15'
BANKFULL ELEV.
5'
- 11 III
EX. UNDISTURBED
SUBGRADE
A -A' SECTION VIEW
DETAIL: BURIED ROCK SILL
NTS (ADAPTED FROM FAIRFAX COUNTY & WEG)
.NISI
II III-
md
-
HEADER ROCKS
FOOTER ROCKS
STREAM SUBSTRATE ENHANCEMENT/REIFORCMENT
THE STREAM SUBSTRATE ENHANCEMENT (SSM) SPECIFIED BELOW MUST BE APPROVED
BY THE PROJECT ENGINEER PRIOR TO BEING PLACED IN THE STREAM CHANNEL.
MATERIAL
SIZE (D)
PORTION
PERCENT (%)
ROCK2
6.7 in (277 mm)
2 BUCKETS
38%
LARGE #3 (ROUND
2-4 in (51 -102 mm)
1 BUCKET
17%
COBBLE)
BANK RUNS
GRAVEL
0.08 - 2.5 in (2 - 64 mm)
1.5 BUCKETS
26%
COARSE SAND
0.04 - 0.08 in (1 - 2 mm)
0.75 BUCKET
13%
TOPSOILS
LOAM OR SILT LOAM WITH
0.5 BUCKET
9%
3 - 5% ORGANIC CONTENT
1. THE REINFORCED BED SHALL BE A MINIMUM OF l.o' IN DEPTH. SEE LONGITUDINAL
PROFILE FOR LOCATIONS AND THICKNESS.
2. THE ROCK PORTION OF THE MIXTURE SHALL CONSIST OF CRUSHED STONE
(Al RIPRAP). THE VOIDS WILL BE FILLED WITH A MIXTURE OF SAND, GRAVEL AND
TOPSOIL. THE ANGULARITY OF THE CRUSHED ROCK, ALONG WITH THE FILLING OF
THE VOIDS WILL RESULT IN A VERY RESISTANT, ARMORED SUBSTRATE. RIVER
WASHED COBBLE (WHITE, TAN, YELLOW OR BROWN) WITH THE SPECIFIED D50 SHALL
BE AN ACCEPTABLE ALTERNATE AS LONG AS IT IS WELL GRADED IN SIZE
DISTRIBUTION TO PROVIDE THE ARMOR NEEDED - SUBJECT TO ENGINEERS APPROVAL.
3. BANK RUN GRAVEL MAY INCLUDE UP TO 5% CLAY, SILT, AND/OR SAND, AND UP TO 25%
COBBLE (D50 = 3" TO 8"). GRAVEL MUST HAVE NATURAL COLOR (WHITE, TAN, YELLOW
OR BROWN).
4. THE SAND PORTION OF THE MIXTURE SHALL CONSIST OF A WELL MIXED SAND
PREDOMINANTLY 1.o MILLIMETERS TO 2.0 MILLIMETERS IN SIZE, SUBJECT TO
ENGINEER APPROVAL (I.E. WASHED CONCRETE SAND IS NOT REQUIRED). SAND MUST
BE WHITE, YELLOW, OR BROWN IN COLOR.
5. THE TOPSOIL PORTION OF THE MIXTURE SHALL CONSIST OF 50% SIFTED, UNWASHED
COARSE SAND (WITH FINES ALLOWED), 25% COMPOSTED LEAF/BARK MULCH, 25%
MINERAL SILT OR FINER MATERIAL (STONE DUST FROM ROCK CRUSHING OPERATIONS
OR ANY SILT/CLAY).
6. LIGHT SSE MIX TO BE PLACED AND TAMPED INTO EXISTING GRADE WITHOUT
EXCAVATION. LIGHT SSE SHALL BE TAMPED LIGHTLY INTO EXISTING GRADE WITH
MINIMAL DISTURBANCE TO CHANNEL GEOMETRY.
DETAIL: STREAM SUBSTRATE ENHANCEMENT
RIVANNA VILLAGE:
BUFFER MITIGATION PLAN
PHASE II
ALBEMARLE COUNTY, VIRGINIA
BCE
Blossom Consulting and Engineering Inc.
1101 Professional Drive, Suite G
Williamsburg VA 23185
p: 757-870-4825
ISSUE
REV # DATE
DESCRIPTION
T H op l't
SCOTT C. BLOSSOM a
Lie. No. 40287
�o
l oNAL
Job No: 1005 Drawn By: BCE
Date: 12.04.2017 Checked By: Scott C. Blossom, P.E.
STREAM RESTORATION NOTES AND DETAILS (2)
SR-8
NTS (ADAPTED FROM ROSGEN, WILDLAND HYDROLOGY & WEG)
FILEPATH:C:\Users\Owner\Dropbox\BCE Network\Projects\005 RivannaNEW\Design and Analysis\CAD\005-BUFFER-MIT-PLAN-SR-20171110.dwgIOwnerlDec 04, 2017 at 10:49ILayoul: 8 Details (2)
NTS (ADAPTED FROM WSSI, FAIRFAX COUNTY)
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ee
00
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i
SCALE: 1 INCH = 20 FEET
0' 20' 40'
CONTOUR INTERVAL = 2 FT
PROPOSED EROSION AND SEDIMENT CONTROL PLAN (STREAM RESTORATION)
GENERAL NOTES FOR EROSION AND SEDIMENT CONTROL
1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION
CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK
PRIOR TO THE FINAL INSPECTION.
2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO
MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL
HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-oo EROSION AND SEDIMENT CONTROL
REGULATIONS.
3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN
CLEARING.
4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT
ALL TIMES.
5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS
(INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A
SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN
APPROVING AUTHORITY.
6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES
NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING
AUTHORITY.
7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING
LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED.
8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE.
9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF
PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF
THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY.
1o. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA.
11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT
MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS.
12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING
ORDINANCE SECTION 5.1.28.
13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF
ALBEMARLE.
14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO
THE HOURS OF 7:ooAM TO 9:ooPM.
15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAN MAINTAINS LATERAL
SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND
IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE.
16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT
STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED
BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY.
17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75
LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL
RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY
THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 8oLBS/1ooSF.
ALTERNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY EROSION CONTROL INSPECTOR.
18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH.
AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 9oLBS/1000SF, INCORPORATED INTO THE TOP 4-6
INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT
MIX. PERMANENT SEEDING SHALL BE APPLIED AT 18oLBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR
TALL FESCUE AND 0-5 % PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE
APPLIED AT 8oLBS/1ooSF. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY EROSION CONTROL
INSPECTOR.
19. MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE
OR CLOGGING TO STRUCTURAL MEASURES IS TO BE REPAIRED IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED
WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE
RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DIKES
WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED
IMMEDIATELY.
20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 3o DAYS OF
FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE
CONSTRUCTION NOTES
- CONSTRUCTION OF PROPOSED STREAM RESTORATION ACTIVITIES TO BE USED AS BUFFER
MITIGATION SHALL BE COMPLETED PRIOR TO AND/OR CONCURRENT WITH THE INSTALLATION OF
THE PROPOSED ROAD CROSSING (SEE CIVIL SITE DESIGN PLANS) AND ADJACENT EROSION AND
SEDIMENT CONTROL MEASURES (I.E. SEDIMENT BASINS/TRAPS). CONSTRUCTION OF STREAM
RESTORATION SHALL BE COMPLETED IN SEGMENTS, LIMITING DISTURBED AREAS TO THOSE
WHICH CAN BE STABILIZED AT THE END OF EACH WORKING DAY TO THE DEGREE PRACTICABLE.
UNDER NO CONDITION SHALL THE CHANNEL BE LEFT IN A UN -STABILIZED CONDITION PRIOR TO
EXPECTED RAINFALL EVENTS.
CONSTRUCTION SEOUENCE
1. INSTALL TEMPORARY STONE CONSTRUCTION ENTRANCE (CE). CONSTRUCTION ENTRANCE STONE TO BE PLACED
ON GEO-TEXTILE FABRIC FOR REMOVAL AFTER CONSTRUCTION.
2. COORDINATE STOCKPILE AND STAGING LOCATIONS WITH THE COUNTY AND PROPERTY OWNER PRIOR TO ANY
DISTURBANCE WITHIN THE PROJECT AREA. INSTALL SILT FENCE AS SHOWN ON THIS SHEET.
3. PERFORM NECESSARY CLEARING & GRUBBING OPERATIONS.
NOTE - ONLY DISTURB AREAS THAT CAN BE STABILIZED AT THE END OF EACH WORKING DAY.
4. REMOVE TEMPORARY STREAM CROSSING ONLY IF STREAM RESTORATION COMPLETED CONCURRENT WITH BRIDGE CROSSING.
5. INSTALL TEMPORARY STABILIZATION (MATTING) AS NEEDED BETWEEN WORKING TIMES.
6. INSTALL TEMPORARY STREAM CROSS IN REACH 1 TO FACILITATE ACCESS TO RIGHT BANK.
7. INSTALL CHECK DAM (REQUIRED) AND PUMP AROUND* (IF NEEDED) AS SHOWN ON THIS SHEET.
8. GRADE PROPOSED CHANNEL PER PLAN AND PROFILES (IN SEGMENTS, SEE NOTES ABOVE RE DAILY STABILIZATION).
9. INSTALL IN STREAM STRUCTURES AS SHOWN ON PLAN AND PROFILES (SHEET 3 AND 4).
1o. BRING ALL PREVIOUSLY ROUGH GRADED AREAS TO FINISH GRADE.
11. PLACE UNUSED VEGETATION (LOGS, BRANCHES, FELL TREES) ADJACENT TO CHANNEL OR PARALLEL
TO FLOW DIRECTION IN ORDER TO PROMOTE HABITAT AND ADDITIONAL FLOW
DISSIPATION
12. APPLY SEEDING AS SHOWN ON SEEDING AND PLANTING PLAN (SHEET 11).
13. REMOVE REQUIRED CHECK DAM AND PUMP AROUND* (IF APPLICABLE).
14. STABILIZE ALL OTHER AREAS DISTURBED DURING CONSTRUCTION WITH RIPARIAN STABILIZATION SEED
MIX AS SHOWN ON PLANTING PLAN (SHEET 11) .
NOTE - INSTALL PROPOSED EROSION AND SEDIMENT CONTROL MEASURES
TO COMPLY WITH THE VIRGINIA EROSION AND SEDIMENT CONTROL
HANDBOOK, THIRD EDITION 1992.
* ALL CONSTRUCTION SHALL TAKE PLACE IN "DRY" CONDITIONS IF POSSIBLE. SHOULD CONSTRUCTION
TIMING NECESSITATE WORKING IN WET CONDITIONS, A PUMP AROUND SHALL BE EMPLOYED
ADDITIONAL NOTES
PRIOR TO CONSTRUCTION ACTIVITIES THE FOLLOWING REQUIREMENTS SHALL BE MET:
- A LAND DISTURBING/GRADING PERMIT MUST BE OBTAINED FROM ALBEMARLE COUNTY.
- WORK PROPOSED HEREIN SHALL BE COVERED UNDER THE SWPPP FOR PHASE 1 AND PHASE 2 DEVELOPMENT
- A PRE -CONSTRUCTION MEETING MUST BE HELD, INCLUDING ALL RELEVANT AGENCY, PROPERTY OWNER,
CONTRACTOR AND ENGINEERING PERSONNEL.
- PROPOSED SITE PLAN OUTSIDE OF STREAM RESTORATION LIMITS OF DISTURBANCE IS SHOWN FOR
ILLUSTRATIVE PURPOSES ONLY. REFER TO PROPOSED CIVIL SITE DESIGN PLAN AND STORMWATER PLANS
(PROVIDED UNDER SEPARATE COVER) FOR DETAILS AND SPECIFICATIONS.
- CONSTRUCTION ENTRANCES ARE SHOWN IN ADDITION TO THE MAIN CONSTRUCTION ENTRANCE AND
MAY BE REMOVED UPON APPROVAL OF EROSION AND SEDIMENT CONTROL INSPECTOR
i
NOTES
FINAL LOCATION OF ALL CONSTRUCTION ACCESS & PROPOSED STAGING &
STOCKPILE LOCATIONS TO BE APPROVED AND CONFIRMED WITH
ALBEMARLE COUNTY AND PROPERTY OWNER PRIOR TO CONSTRUCTION
AND IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE.
1. CONTRACTOR TO PERFORM ROUGH GRADING WHERE SHOWN ON THIS
SHEET.
2. ALL DENUDED OR DISTURBED AREAS TO BE PERMANENTLY STABILIZED
IMMEDIATELY AFTER FINAL GRADE.
�................'
SHALLOW
WHERE THERE IS A BERM AT THE TOP OF THE SLOPE,
BRING THE MATERIAL OVER THE BERM AND ANCHOR IT
BEHIND THE BERM.
ON SHALLOW SLOPES, STRIPS OF
NETTING PROTECTIVE COVERINGS
MAY BE APPLIED ACROSS
THE SLOPE.
BERM
I
I
WIT,
IT l
-If
ON STEEP SLOPES, APPLY
PROTECTIVE COVERING PARALLEL
TO THE DIRECTION OF FLOW
AND ANCHOR SECURELY.
BRING MATERIAL DOWN TO A LEVEL AREA BEFORE . y -
TERMINATING THE INSTALLATION. TURN THE END
UNDER 4" AND STAPLE AT 12" INTERVALS.
12"
IN DITCHES, APPLY PROTECTIVE COVERING
PARALLEL TO THE DIRECTION OF FLOW.
USE CHECK SLOTS AS REQUIRED. AVOID
JOINING MATERIAL IN THE CENTER OF
THE DITCH IF AT ALL POSSIBLE.
DFITAIL : E & S CONTROL BLANKET INSTALLATION
3-1/4"
I�
2 DIA.
'I WASHER
18" 10" MIN. DIA.
STEEL PIN
11 GAUGE STEEL
�_ 7 6'x1 "x6" STAPLE
STAKE STAPLE PIN
1. 1 /4 TRIANGLE SURVEY STAKE - MINIMUM 10" IN LENGTH. PLACEMENT OF THE STAKE ACROSS
THE FLOW OF WATER IS THOUGHT TO PROVIDE A "PINBALL EFFECT" TO HELP SLOW THE VELOCITY.
2. 11 GAUGE STEEL - MINIMUM 1" WIDE BY 6" IN LENGTH STEEL STAPLE - 2"x8" STAPLE MAY BE
REQUIRED IN CERTAIN SOIL CONDITIONS.
3.STEEL PINS -16" DIAMETER STEEL PIN BY 1 B" IN LENGTH WITH 2" DIAMETER WASHER ON TOP.
(SEE ILLUSTRATION)
DETAIL: SOIL MATTING ANCHORS
NTS
NTS
wommmmommol
0
-AMP FIRMLY
ANCHOR SLO
z
LEGEND
,o LIMITS OF DISTURBANCE
•••• (FOR STREAM RESTORATION
ACTIVITIES ONLY)
I EXISTING WETLANDS
1 (PER KIRK HUGHES & ASSOC.
SURVEY)
EXISTING STREAM CHANNEL
LIMITS (PER KIRK HUGHES &
ASSOC. SURVEY)
EXISTING CONTOURS
J(PER KIRK HUGHES & ASSOC.
SURVEY)
\� PROPOSED TREE PROTECTION
1 A\ (APPROXIMATE)
(\ GRADING
LIMITS OF
RADINGLOG
PROPOSED COIR Too MATTING
(WITHIN LIMITS OF GRADING)
PROPOSED CONSTRUCTION
ENTRANCE E
/ TEMPORARY STREAM TSC
CROSSING
POTENTIAL STAGING AND
STOCKPILE AREA P
PROPOSED CLASS 1 RIP RAP
BANK PROTECTION (SEE
BRIDGE DESIGN PLANS)
PROPOSED PERMANENT
SEEDING (APPLY TO ALL
DISTURBED AREAS IN LOD)
POTENTIAL ACCESS PATH
(TBD BY CONTRACTOR
WITHIN LOD)
BM
ANCHOR SLOT
NOTES
APPROXIMATELY 200 STAPLES REQUIRED
PER 100 SQ. YDS. OF MATERIAL ROLL.
ANCHOR SLOTS, JUNCTION SLOTS &
CHECK SLOTS TO BE BURIED 6" TO 12".
12" MAX. 4:1 OR FLATTER
6" MAX. STEEPER THAN 4:1 I If -
JUNCTION SLOT
EDGE AND END JOINTS I
TO BE SNUGLY ABUTTED
CHECK SLOT i
(JUTE MESH WILL HAVE
TERMINAL FOLD STAPLED LAP JOINT IN
LIEU OF EDGE JOINT)
LAP JOINT 2" MIN.
(JUTE MESH ONLY)
T I I I
S MAX. 4:1 OR FLATTER
& MAX. STEEPER THAN 4:1
I
I I
6' TO 12' TI
I I I 111 I
I I I I I I
I
I I I I I I
#CHECK SLOT
I I I I
1 " TO 2"
I I
TAMP CHECK SLOT
FIRMLY
-
i�i
\/AI;.
\/AI1.
1
TC iy
6"TO8"MIN.
PLAN VIEW
JUNCTION SLOT
� rTAMP
I FIRMLY
12" -�
STAPLING DIAGRAM
STAPLE FORMED FROM NO.11 STEEL WIRE. CHECK SLOTS AT MIN.
5O' C-C INTERVALS;
8"STAPLE MIN. LENGTH FOR SANDY SOIL.
& STAPLE MIN. LENGTH FOR OTHER SOIL. NOT WITH ALL
"COMBINATIONATION"BLANKETS
6" TO 12"
DETAI L : E & S CONTROL STAPLING DETAIL
TERMINAL FOLD
NTS
- CONTRACTOR SHALL IDENTIFY SPECIMEN TREES IN THE FIELD AND INSTALL TREE PROTECTION
FENCING AROUND PERIMETER OF TREE PER VESCH GUIDELINES STANDARDS AND
SPECIFICATIONS. SPECIMEN TREES ARE CLASSIFIED AS THOSE WHICH ARE 18 INCHES DIAMETER
AT BREAST HEIGHT AND IN GOOD HEALTH, FREE OF SIGNS OF DISEASE. IN LOCATIONS WHERE
SPECIMEN TREES ARE PRESENT WITHIN THE LIMITS OF PROPOSED GRADING, MINOR
MODIFICATIONS TO PROPOSED CHANNEL GEOMETRY MAY BE FIELD APPROVED BY ENGINEER. IN
AREAS WHERE ROOT DISTURBANCE IS GREATER THAN 30%, THE TREE SHALL BE REMOVED.
TREE PROTECTION NOTES
NTS
RIVANNA VILLAGE:
BUFFER MITIGATION PLAN
PHASE II
ALBEMARLE COUNTY, VIRGINIA
BCE
Blossom Consulting and Engineering Inc.
1101 Professional Drive, Suite G
Williamsburg VA 23185
p: 757-870-4825
KEY PLAN
ISSUE
REV # I DATE DESCRIPTION
��T H
op
SCOTT C.
Lic. No.
BLOSSOM a
40287
�SSIDNAL
����
Job No: 1005 Drawn By: BCE
Date: 12.04.2017 Checked By: Scott C. Blossom, P.E.
EROSION AND SEDIMENT CONTROL PLAN
SR-9
FILEPATH:C:\Users\Owner\Dropbox\BCE Network\Projects\005 RivannaNEW\Design and Analysis\CAD\005.... BUFFER _MIT _ PLAN_ SR_ 20171110.dwglOwnerlDec 04, 2017 at 10:52ILayout: 9 E&S
RIVANNA VILLAGE:
BUFFER MITIGATION PLAN
PROPOSED STREAM RESTORATION PLAN NOTES:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE FOLLOWING:
1. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE INSTALLED IN ACCORDANCE WITH THE VIRGINIA
EROSION AND SEDIMENT CONTROL HANDBOOK AND THE PROCEDURE OUTLINED ON SHEET 7.
2. THE CONTRACTOR SHOULD INSTALL SITE IMPROVEMENTS IN PHASES TO MINIMIZE DISTURBED AREAS.
CONTRACTOR SHALL PROPOSE HIS CONSTRUCTION SEQUENCE FOR REVIEW BY THE ENGINEER.
3. THE CONTRACTOR SHALL INSTALL BIO-ENGINEERING AND STRUCTURAL DEVICES FOR STREAM RESTORATION
AFTER EARTHWORK OPERATIONS HAVE BEEN COMPLETED.
4. THE CONTRACTOR SHALL PERMANENTLY STABILIZE THE DISTURBED AREAS WITH THE STREAM RESTORATION
MIX IN ACCORDANCE WITH THE SEEDING SPECIFICATIONS SHOWN ON SHEET 8. EROSION CONTROL MATTING AND
SEEDING SHALL BE APPLIED IN SENSITIVE AREAS AS IDENTIFIED HEREIN.
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTENANCE OF SEEDED AREAS UNTIL A FINAL REVIEW HAS
BEEN COMPLETED BY THE ENGINEER.
6. THE ENGINEER SHALL PERFORM A FINAL SITE INSPECTION. ALL COMMENTS RECEIVED BY THE CONTRACTOR
SHALL BE ADDRESSED PRIOR TO THE COMMENCEMENT OF CLEAN-UP ACTIVITIES.
7. CONTRACTOR SHALL COMMENCE WITH THE FINAL CLEAN-UP OF THE PROJECT SITE, AND DEMOBILIZATION
TASKS.
GENERAL NOTES:
1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING THE EXACT LOCATIONS OF ALL EXISTING
UTILITIES WITHIN THE PROJECT AREA PRIOR TO COMMENCEMENT OF CONSTRUCTION OPERATIONS, AND MUST
CONTACT MISS UTILITY PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES.
2. THE CONTRACTOR SHALL CONSTRUCT AND MAINTAIN A CONSTRUCTION STAGING/ STOCKPILE AREA AS
APPROVED BY THE SITE'S ENGINEER. LOCATION OF THIS AREA SHALL BE COORDINATED BETWEEN THE
CONTRACTOR AND OWNER (OR REPRESENTATIVE).
3. THE CONTRACTOR IS RESPONSIBLE FOR LAYOUT AND STAKE -OUT OF ALL WORK COVERED UNDER THESE PLANS.
4. ALL CONSTRUCTION AND DEMOLITION ACTIVITIES ASSOCIATED WITH THIS PROJECT SHALL BE ACCOMPLISHED
IN SUCH A MANNER THAT CONSTRUCTION AND/OR WASTE MATERIALS DO NOT ENTER STATE WATERS.
ACCESS
1. ACCESS SHALL BE APPROVED BY THE OWNER PRIOR TO CONSTRUCTION ACTIVITIES.
MAINTENANCE OF THE PROJECT SITE
1. THE CONTRACTOR SHALL REMOVE ALL TRASH AND DEBRIS FROM THE SITE ON A DAILY BASIS AND DISPOSE OF
OFF -SITE IN ACCORDANCE WITH ALL LOCAL AND STATE LAWS AND REGULATIONS.
2. ALL EQUIPMENT AND SUPPLIES SHALL BE STORED WITHIN THE CONSTRUCTION STAGING AREA WHILE
CONSTRUCTION ACTIVITIES HAVE CEASED FOR THE DAY.
3. THE CONTRACTOR SHALL PROVIDE ALL PROTECTION MEASURES AND DEVICES NECESSARY TO PROTECT THE
PROPERTY, ADJACENT PROPERTY, THE PUBLIC, EMPLOYEES, AND THE GENERAL PROJECT DURING THE DURATION
OF THE PROJECT AND COMPLY WITH ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS.
4. ALL EXISTING SITE IMPROVEMENTS TO REMAIN SHALL BE PROTECTED FROM DAMAGE. ANY DAMAGE CAUSED BY
THE CONTRACTOR DURING CONSTRUCTION OPERATIONS UNDER THIS CONTRACT SHALL BE REPAIRED OR
REPLACED BY THE CONTRACTOR AT HIS OWN EXPENSE.
CLEARING AND GRUBBING
1. THE CONTRACTOR SHALL REMOVE ALL TREES, STUMPS, SHRUBS, BRUSH, AND OTHER ORGANIC MATERIAL WITHIN
THE GRADING LIMITS NECESSARY TO FACILITATE EARTHWORK ACTIVITIES.
2. ALL WOODY VEGETATION REMOVED FROM THE SITE SUITABLE FOR STRUCTURE USE (LOG SILLS, DEFLECTORS
AND ROOT WADS) SHALL BE STOCKPILED ONSITE FOR FUTURE PROJECT USE. ALL ADDITIONAL MATERIAL WILL BE
CHIPPED AND STOCKPILED ON -SITE FOR SUBSEQUENT USE BY THE CONTRACTOR FOR ORGANIC MATTER (OR
MULCH) WITHIN THE PROJECT LIMITS.
3. ALL VEGETATION REMOVED WITHIN THE PROJECT LIMITS THAT CANNOT BE CHIPPED OR USED FOR STRUCTURES
SHALL BE HAULED OFF -SITE AND DISPOSED OF BY THE CONTRACTOR
4. ALL TRASH AND OTHER ON -SITE DEBRIS SHALL BE HAULED AND DISPOSED OF OFF -SITE BY THE CONTRACTOR
5. ALL OFF -SITE DISPOSAL METHODS USED BY THE CONTRACTOR SHALL BE IN ACCORDANCE WITH ALL LOCAL AND
STATE LAWS AND REGULATIONS. ANY NECESSARY PERMITS SHALL BE OBTAINED BY THE CONTRACTOR AT HIS
EXPENSE.
EARTHWORKS
i. THE CONTRACTOR SHALL PERFORM ALL ROUGH AND FINE GRADING EARTHWORK OPERATIONS IN ACCORDANCE
WITH PROPOSED GRADES AND TECHNICAL SPECIFICATIONS, AS SHOWN HEREIN.
2. THE CONTRACTOR SHALL STRIP, STOCKPILE, AND REPLACE 6 INCHES OF TOPSOIL PRIOR TO ACHIEVING FINAL
DESIGN ELEVATION IN SEEDED AREAS NOT STABILIZED BY ROCK.
3. ALL ROUGH AND FINE GRADING OPERATIONS SHALL BE ACCOMPLISHED UTILIZING A LASER LEVEL.
4. FINAL GRADES SHALL BE APPROVED BY THE ENGINEER PRIOR TO FINAL STABILIZATION ACTIVITIES.
GEOTECHNICAL
SEE GEOTECHNICAL RECOMMENDATIONS BY VIOLA ENGINEERING PROVIDED UNDER SEPARATE COVER
FINE GRADING
1. ALL FINE GRADING SHALL BE ACCOMPLISHED BY THE CONTRACTOR UTILIZING A LASER LEVEL.
2. FINAL GRADES SHALL BE APPROVED BY THE ENGINEER PRIOR TO SEEDING AND STABILIZATION.
3. THE CONTRACTOR SHALL PROTECT NEWLY GRADED AREAS FROM CONSTRUCTION TRAFFIC, EROSION, AND
SETTLEMENTS THAT MAY OCCUR.
4. THE CONTRACTOR SHALL REPAIR AND REESTABLISH ANY DAMAGED AREAS TO FINAL GRADE AREAS AT NO
ADDITIONAL EXPENSE TO THE OWNER.
5. THE ENGINEER WILL CONDUCT A SITE INSPECTION AT THE COMPLETION OF FINE GRADING AND NOTIFY THE
CONTRACTOR OF ACCEPTANCE PRIOR TO THE COMMENCEMENT OF SEEDBED PREPARATION AND SEEDING
OPERATIONS.
SEEDBED PREPARATION
1. IMMEDIATELY FOLLOWING THE FINAL COMPLETION AND ACCEPTANCE OF FINE GRADING ACTIVITIES, SEEDBED
PREPARATION SHALL COMMENCE.
2. FERTILIZER SHALL BE GRANULAR, NON -BURNING PRODUCT GUARANTEED ANALYSIS PROFESSIONAL FERTILIZER
WITH AN ANALYSIS OF 10-10-1o.
3. FERTILIZER SHALL BE DELIVERED TO THE SITE IN ORIGINAL UNOPENED CONTAINERS SHOWING WEIGHT,
ANALYSIS, AND NAME OF MANUFACTURER. STORE IN A MANNER TO PREVENT WETTING AND/OR DETERIORATION.
4. FERTILIZER SHALL BE APPLIED AT A RATE OF 15o LBS/ACRES TO THE FINAL SEEDBED.
SEEDING
1. SEEDING OPERATIONS SHALL IMMEDIATELY FOLLOW SEEDBED PREPARATION.
2. THE STABILIZATION SEED MIX SHALL BE APPLIED TO ALL DISTURBED AREAS PER THE RATES AND SEED MIX
SPECIFICATIONS SHOWN ON SHEET 11.
3. CONTRACTOR SHALL NOT PERFORM SEEDING APPLICATION WHEN THE SOIL IS FROZEN.
4. SEEDED AREAS SHALL BE INSPECTED BY THE DESIGNER AT THE COMPLETION OF THE SEEDING OPERATIONS AND
ACCEPTED SUBJECT TO COMPLIANCE WITH SPECIFIED MATERIALS AND INSTALLATION REQUIREMENTS.
EROSION CONTROL BLANKETS AND MATTING
COIR 70oG/M2 MATTING (OR EQUIVALENT) SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S
RECOMMENDATIONS AND WITH THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK,1992 EDITION.
LIVE STAKES
1. THE CONTRACTOR SHALL USE WILLOW (SALIX SP.), AND DOGWOOD (CORNUS SP.) SPECIES AS THE LIVE STAKE
SOURCE MATERIAL.
2. THE CUTTINGS FOR LIVE STAKES SHALL BE FRESHLY CUT AND ALIVE, SIDE BRANCHES REMOVED, AND BARK LEFT
INTACT.
3. THE LIVE STAKES MUST BE KEPT FRESH AND MOIST AFTER BEING CUT TO THE APPROPRIATE LENGTH.
4. THE LIVE STAKES SHALL BE TAMPED INTO GROUND AT RIGHT ANGLES TO SLOPE AND ANGLED DOWNSTREAM.
5. THE LIVE STAKES SHALL BE PLANTED WITH A RANDOM TRIANGULAR SPACING OF 24.
6. LIVE STAKES THAT BECOME SPLIT, STRIP OR "MUSHROOM" DURING TAMPING SHALL BE REPLACED.
PROJECT MAINTENANCE
L CONTRACTOR SHALL MAINTAIN ALL SEEDED AREAS WITHIN THE PROJECT LIMITS UNTIL FINAL ACCEPTANCE OF
THE PROJECT BY THE ENGINEER.
2. FINAL PAYMENT TO THE CONTRACTOR WILL BE AUTHORIZED AFTERA MINIMUM OF 8o% COVERAGE HAS BEEN
ACHIEVED.
EROSION AND SEDIMENT CONTROL SUMMARY
THE PURPOSE OF THE EROSION CONTROL MEASURES SHOWN ON THESE PLANS SHALL BE TO PRECLUDE THE TRANSPORT OF ALL
WATERBORNE SEDIMENTS RESULTING FROM CONSTRUCTION ACTIVITIES FROM ENTERING ONTO ADJACENT PROPERTIES OR STATE
WATERS. IF FIELD INSPECTION REVEALS THE INADEQUACY OF THE PLAN TO CONFINE SEDIMENT TO THE PROJECT SITE, ALL
APPROPRIATE MODIFICATIONS WILL BE MADE TO CORRECT ANY PLAN DEFICIENCIES. IN ADDITION TO THESE NOTES, ALL PROVISIONS
OF THE VIRGINIA EROSION AND SEDIMENT CONTROL REGULATIONS SHALL APPLY TO THIS PROJECT.
1. ALL THE PROVISIONS OF VIRGINIA EROSION AND SEDIMENT CONTROL LAW AND REGULATIONS, MINIMUM STANDARDS, HANDBOOKS, AND
TECHNICAL BULLETINS AS PUBLISHED BY THE VIRGINIA SOIL & WATER CONSERVATION BOARD AND/OR THE VIRGINIA DEPARTMENT OF
CONSERVATION AND RECREATION, DIVISION OF SOIL & WATER CONSERVATION SHALL APPLY TO THE PROJECT.
2. MINIMUM STANDARDS NO.1 THROUGH NO.19 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL REGULATIONS (4VAC50-30-40) SHALL APPLY
TO THE PROJECT.
3. THE OWNER OR APPLICANT SHALL BE RESPONSIBLE TO REGISTER FOR COVERAGE UNDER THE GENERAL PERMIT FOR DISCHARGE OF
STORMWATER FROM CONSTRUCTION ACTIVITIES, IN ACCORDANCE WITH CURRENT REQUIREMENTS OF THE VIRGINIA STORMWATER
MANAGEMENT PROGRAM (VSMP) AND THE VIRGINIA DEPARTMENT OF CONSERVATION AND RECREATION.
4. THE OWNER OR APPLICANT SHALL PROVIDE THE NAME OF AN INDIVIDUAL HOLDING A VALID RESPONSIBLE LAND DISTURBER (RLD)
CERTIFICATE OF COMPETENCE WHO WILL BE RESPONSIBLE FOR THE LAND -DISTURBING ACTIVITY PRIOR TO ENGAGING IN THE LAND -DISTURBING
ACTIVITY. THIS WILL BE NECESSARY PRIOR TO ISSUANCE OF A LAND -DISTURBING PERMIT FOR THE PROJECT. THE RLD IS REQUIRED TO ATTEND
THE PRECONSTRUCTION CONFERENCE FOR THE PROJECT.
5. THE CONTRACTOR IS RESPONSIBLE TO CONTACT MISS UTILITY (DIAL 811 IN VA OR 1-800-552-7001) PRIOR TO ANY UTILITY OR SITE WORK
EXCAVATIONS.
6. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE PLANNED, DESIGNED, IMPLEMENTED, INSTALLED AND MAINTAINED IN
ACCORDANCE WITH THE PROVISIONS OF THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK (VESCH). THE
CONTRACTOR SHALL MAINTAIN, INSPECT AND REPAIR ALL EROSION AND SEDIMENT CONTROL MEASURES AS NEEDED THROUGHOUT THE LIFE OF
THE PROJECT TO ENSURE CONTINUED ACCEPTABLE PERFORMANCE.
7. A PRECONSTRUCTION CONFERENCE (MEETING) SHALL BE HELD ON SITE BETWEEN THE COUNTY ENGINEERING AND RESOURCE PROTECTION
DIVISION, THE OWNER -APPLICANT, THE RESPONSIBLE LAND -DISTURBER (RLD), THE CONTRACTOR AND OTHER RESPONSIBLE AGENCIES, AS
APPLICABLE, PRIOR TO ISSUANCE OF A LAND -DISTURBING PERMIT. THE OWNER OR APPLICANT IS REQUIRED TO COORDINATE SCHEDULING OF THE
PRECONSTRUCTION CONFERENCE BETWEEN ALL APPLICABLE PARTIES. THE CONTRACTOR SHALL SUBMIT A SEQUENCE OF CONSTRUCTION TO THE
COUNTY ENGINEERING AND RESOURCE PROTECTION DIVISION FOR REVIEW AND APPROVAL PRIOR TO THE PRECONSTRUCTION MEETING.
8. ALL PERIMETER EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY
AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE.
9. ADDITIONAL SAFETY FENCE OR DUST CONTROL MEASURES, IN ACCORDANCE WITH THE PROVISIONS OF MINIMUM STANDARDS & SPECS. 3.o1 AND
3.39 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK (VESCH), MAY BE REQUIRED TO BE IMPLEMENTED IN ADDITION TO THAT
SHOWN ON THE APPROVED PLAN IN ORDER TO ENSURE ADEQUATE PROTECTION OF THE HEALTH, SAFETY AND WELFARE OF THE PUBLIC OR IF SITE
CONDITIONS CHANGE, BECOME APPARENT OR ALTER SIGNIFICANTLY FOLLOWING THE DATE OF PLAN APPROVAL.
lo. EROSION AND SEDIMENT CONTROL MEASURES MAY REQUIRE MINOR FIELD ADJUSTMENTS AT OR FOLLOWING TIME OF CONSTRUCTION TO
ENSURE THEIR INTENDED PURPOSE IS ACCOMPLISHED, TO ENSURE ADEQUATE PROTECTION OF THE HEALTH, SAFETY, AND WELFARE OF THE
PUBLIC, OR IF SITE CONDITIONS CHANGE, BECOME APPARENT OR ALTER SIGNIFICANTLY FOLLOWING THE DATE OF PLAN APPROVAL. COUNTY
ENGINEERING AND RESOURCE PROTECTION DIVISION APPROVAL SHALL BE REQUIRED FOR ANY DEVIATION OF EROSION AND SEDIMENT CONTROL
MEASURES FROM THE APPROVED PLAN.
11. OFF -SITE WASTE OR BORROW AREAS SHALL BE APPROVED BY THE COUNTY ENGINEERING AND RESOURCE PROTECTION DIVISION PRIOR TO THE.
IMPORT OF ANY BORROW OR EXPORT OF ANY WASTE TO OR FROM THE PROJECT SITE.
12. CULVERT AND STORM DRAIN INLET PROTECTIONS, IN ACCORDANCE WITH THE PROVISIONS OF MINIMUM STANDARDS & SPECS. 3.07 AND 3.o8 OF
THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK (VESCH), MAY BE REMOVED AT THE DISCRETION OF THE ASSIGNED COUNTY
ENGINEERING AND RESOURCE PROTECTION DIVISION INSPECTOR SHOULD PLACEMENT OF THE MEASURE RESULT IN EXCESSIVE ROAD FLOODING
OR TRAFFIC HAZARD OR RESULT IN THE REDIRECTION OF DRAINAGE ONTO OR TOWARD EXISTING LOTS, DRIVEWAYS OR STRUCTURES. DECISIONS
SHALL BE MADE ON A CASE -BY -CASE BASIS BASED ON FIELD SITUATIONS ENCOUNTERED.
13. DRAINAGE FACILITIES SHALL BE INSTALLED AND FUNCTIONAL WITHIN 3o DAYS FOLLOWING COMPLETION OF ROUGH GRADING AT ANY POINT
WITHIN THE PROJECT.
14. NO MORE THAN 30o FEET OF TRENCH MAY BE OPEN AT ONE TIME FOR UNDERGROUND UTILITY LINES, INCLUDING STORM WATER
CONVEYANCES. ALL OTHER PROVISIONS OF MINIMUM STANDARD NO.16 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL REGULATIONS
APPLY.
15. IF DISTURBED AREA STABILIZATION IS TO BE ACCOMPLISHED DURING THE MONTHS OF DECEMBER, JANUARY OR FEBRUARY, STABILIZATION
SHALL CONSIST OF MULCHING IN ACCORDANCE WITH MINIMUM STANDARD & SPEC. 3.35 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL
HANDBOOK (VESCH). SEEDING WILL THEN TAKE PLACE AS SOON AS THE SEASON PERMITS.
16. THE TERM SEEDING, FINAL VEGETATIVE COVER OR STABILIZATION ON THE APPROVED PLAN SHALL MEAN THE SUCCESSFUL GERMINATION AND
ESTABLISHMENT OF A STABLE GRASS COVER FROM A PROPERLY PREPARED SEEDBED, IN ACCORDANCE WITH MINIMUM STANDARDS & SPECS. 3.29
THROUGH 3.37 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK (VESCH), AS APPLICABLE. IRRIGATION, IF NECESSARY, SHALL
COMPLY WITH ALL APPLICABLE OUTDOOR WATER USE RESTRICTIONS OF THE JAMES CITY SERVICE AUTHORITY.
17. TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL NOT BE REMOVED UNTIL ALL DISTURBED AREAS ARE STABILIZED. REMOVAL
SHALL NOT OCCUR WITHOUT AUTHORIZATION BY THE COUNTY ENGINEERING AND RESOURCE PROTECTION DIVISION. DISTURBANCES ASSOCIATED
WITH THE REMOVAL OF TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE PROPERLY STABILIZED.
18. NO SEDIMENT TRAP OR SEDIMENT BASIN SHALL BE REMOVED UNTIL A) AT LEAST 75 PERCENT OF THE SINGLE-FAMILY LOTS WITHIN THE
DRAINAGE AREA TO THE TRAP OR BASIN HAVE BEEN SOLD TO A THIRD PARTY FOR THE CONSTRUCTION OF HOMES (UNRELATED TO THE
DEVELOPER); AND/OR, B) 6o PERCENT OF THE SINGLE-FAMILY LOTS WITHIN THE DRAINAGE AREA TO THE TRAP OR BASIN ARE COMPLETED AND
STABILIZED. A BULK SALE OF THE LOTS TO ANOTHER BUILDER DOES NOT SATISFY THIS PROVISION. SEDIMENT TRAPS AND SEDIMENT BASINS
SHALL NOT BE REMOVED WITHOUT AUTHORIZATION OF THE COUNTY ENGINEERING AND RESOURCE PROTECTION DIVISION.
19. APPLICABLE PROVISIONS OF THE COUNTY BMP MANUAL (JAMES CITY COUNTY GUIDELINES FOR DESIGN AND CONSTRUCTION OF STORMWATER
MANAGEMENT BMPS) AND THE VIRGINIA STORMWATER MANAGEMENT HANDBOOK (VSMH) APPLY TO THE PROJECT.
20. DESIGN AND CONSTRUCTION OF PRIVATE -TYPE STORM DRAINAGE SYSTEMS, OUTSIDE VDOT RIGHT-OF-WAY, SHALL BE PERFORMED IN
ACCORDANCE WITH THE CURRENT VERSION OF THE JAMES CITY COUNTY ENGINEERING AND RESOURCE PROTECTION DIVISION, STORMWATER
DRAINAGE CONVEYANCE SYSTEMS (NON-BMP RELATED), GENERAL DESIGN AND CONSTRUCTION GUIDELINES.
21. RECORD DRAWINGS (ASBUILTS) AND CONSTRUCTION CERTIFICATIONS ARE REQUIRED FORALL STORMWATER FACILITIES INCLUDING
STORMWATER MANAGEMENT/BMP FACILITIES AND STORM DRAINAGE CONVEYANCE SYSTEMS. RECORD DRAWINGS AND CONSTRUCTION
CERTIFICATIONS MUST MEET ESTABLISHED PROGRAM REQUIREMENTS OF BOTH THE COUNTY ENGINEERING AND RESOURCE PROTECTION AND
STORMWATER DIVISIONS. RECORD DRAWING(S) AND CONSTRUCTION CERTIFICATION IS REQUIRED FOR THIS PROJECT
22. ALL STORMWATER FACILITIES INCLUDING BMPS, STORM DRAINAGE PIPES, STORMWATER CONVEYANCES, INLETS, MANHOLES, OUTFALLS AND
ROADSIDE AND OTHER OPEN CHANNELS SHALL BE INSPECTED BY THE COUNTY STORMWATER DIVISION AND GEOTECHNICAL ENGINEER IN
ACCORDANCE WITH ESTABLISHED COUNTY STORMWATER DIVISION PROGRAM REQUIREMENTS.
EROSION CONTROL MATTING
PRODUCI'NAME
WEIGHT
THICKNESS
TENSILE STRENGTH
ELONGATION
FLEXIBILITY (MG -CM)
FLOW VELOCITY
STANDARD SIZE
"C" FACTOR
OPEN AREA
NATURAL FIBER MATTING
COIR- oo OREQUIVALENT
70o GR/M 2
0.30 IN.
1348 X 626 LB/FT
34% X 38%
6503o X 29590
11 FT/SEC
6.6. X 164 FT
1 0.002
50 %
(OBSERVED)
(120 SQ.YDS/ROLL)
EROSION AND SEDIMENT CONSTRUCTION NOTES
DUE TO THE NATURE AND SHORT CONSTRUCTION PERIOD OF THIS PROJECT, EROSION
AND SEDIMENT CONTROL SHALL BE HANDLED IN THE FOLLOWING MANNER. ALL
DETAILS AND EROSION AND SEDIMENT CONTROL MEASURES SHALL FOLLOW THE
VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK (VESCH, 1992) MINIMUM
STANDARDS. ADDITIONALLY, ALBEMARLE COUNTY EROSION AND SEDIMENT CONTROL
NOTES AND DETAILS, ALSO APPLY TO THIS PROJECT.
1. THE SITE SHALL BE ACCESSED AS SHOWN ON THIS PLAN SHEET. ACCESS
LOCATIONS SHALL BE COORDINATED AND APPROVED BY ALBEMARLE COUNTY,
VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT) AND IS THE RESPONSIBILITY
OF THE GENERAL CONTRACTOR TO MANAGE.
2. CLEARING OF EXISTING TREES SHALL BE LIMITED TO THE MINIMUM EXTENT
NEEDED TO PERFORM THE PROPOSED WORK.
3. ALL CONSTRUCTION ACTIVITIES WILL TAKE PLACE FROM UPSTREAM TO
DOWNSTREAM, LIMITING DISTURBED AREAS TO THOSE WHICH CAN BE STABILIZED
THE SAME WORKING DAY.
4. THE CONTRACTOR SHALL STABILIZE ALL DISTURBED AREAS WITH EROSION
CONTROL MATTING, AS SPECIFIED ON THE REPRESENTATIVE CROSS -SECTIONS,
PRIOR TO THE COMPLETION OF EACH WORK DAY. NO BARE SOIL SHALL BE LEFT
EXPOSED AFTER THE CONTRACTOR HAS LEFT THE SITE.
5. THE CONTRACTOR SHALL RE-EXAMINE THAT ALL WORK HAS BEEN SEEDED AND
STABILIZED PROPERLY.
6. ALBEMARLE COUNTY INSPECTOR HAS THE AUTHORITY TO ADD OR DELETE
EROSION AND SEDIMENT CONTROLS AS NEEDED IN THE FIELD AS CONDITIONS
WARRANT.
NOTE.- ALL ELEVATIONS SHALL BE CHECKED BY THE DESIGNER/ENGINEER AT THE
COMPLETION
OF EACH WORK ZONE, OR AS NEEDED DURING THE CONSTRUCTION PERIOD.
EXISTING
PAVEMENT_
70' MIN.
6" MIN.; A, 15:1- -_
FILTER CLOTH' A MOUNTABLE
EXISTING GROUND SIDE ELEVATION BERM (OPTIONAL)
r
12' MIN.
VDOT #1 COURSE
AGGREGATE
FILTER CLOTH
REINFORCED
CONCRETE
•
.1 •
:�,�'1 �•�}1 i�1'' • 'ill
IIIIIIIII •.'••�,••
3" MIN.
3" MIN.
SECTION A -A
6'-71I
DRAIN
SECTION B-B SPACE
SOURCE: ADAPTED FROM 1983 MARYLAND
STANDARDS FOR SOIL EROSION AND
SEDIMENT CONTROL, AND Va. DSWC.
DETAIL - TEMPORARY STONE
CONSTRUCTION ENTRANCE NTS
VESCH STD & SPEC 3.02
PHASE II
ALBEMARLE COUNTY, VIRGINIA
BCE
Blossom Consulting and Engineering Inc.
1101 Professional Drive, Suite G
Williamsburg VA 23185
p: 757-870-4825
KEY PLAN
ISSUE
REV # DATE DESCRIPTION
#2 4/16/18 1 2ND ROUND CO. COMMENTS
tjT H OF ���
Q) Gl
12*1
SCOTT C. BLOSSOM a
Lie. No. 40287
�w�
�SSIONAL
Job No: 1005 Drawn By: BCE
Date: 12.04.2017 Checked By: Scott C. Blossom, P.E.
EROSION AND SEDIMENT CONTROL NOTES
FILEPATH:C:\Users\owner\Dropbox\BCE Network\Projects\005 RivannaNE\N\Design and Analysis\CAD\005_ BUFFER _MIT _PLAN _ SR_ 20171110_REV2.dwglOwnerlApr 12, 2018 at 15:381Layout: 10 E&S (2)
SR- 10
0 0♦i
1
♦ ♦♦ ALL DISTURBED AREAS WITHIN PROPOSED LIMITS OF GRADING
I j SHALL BE SEED AND MATTED WITH COIR 700. APPLY 6 INCHES \
OF TOPSOIL ON ALL AREAS TO BE SEEDED AND MATTED.
PROPOSED RIPARIAN BUFFER PLANTING \ S \ \ " •♦♦
ASSOCIATED WITH STREAM RESTORATION \ •♦♦
ACTIVITIES. DISTRIBUTE PROPOSED NATIVE S__ •♦♦♦
PLANTINGS BETWEEN PRESERVED SPECIMEN �♦ ♦ Q
TREES TO THE DEGREE PRACTICABLE PER •♦♦♦ \
PLANTING PALETTE THIS SHEET + S \ 4 ♦♦
S
N
SCALE: i INCH - 20 FEET
0' 20 40 8o'
x
CONTOUR INTERVAL = 2 FT
SHRUB AND TREE INSTALLATION:
1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LAYOUT OF ALL WORK COVERED UNDER THESE PLANS.
2. ALL PLANT MATERIAL, UNLESS OTHERWISE SPECIFIED, SHALL BE UNIFORMLY BRANCHED AND HAVE A
VIGOROUS ROOT SYSTEM. PLANT MATERIAL SHALL BE HEALTHY, VIGOROUS, AND FREE FROM DEFECTS,
DECAY, DISEASES, INSECT PEST EGGS, AND ALL FORMS OF INFESTATION. ALL PLANT MATERIAL SHALL BE
FRESH AND FREE FROM TRANSPLANT SHOCK OR VISIBLE WILT. PLANTS DEEMED UNHEALTHY WILL BE
REJECTED.
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 I STREET, N.W., SUITE 500, WASHINGTON, D.C. 20005.
4. ALL CONTAINER STOCK SHALL HAVE BEEN PROPAGATED IN A CONTAINER LONG ENOUGH FOR THE
ROOT SYSTEM TO HAVE DEVELOPED SUFFICIENTLY TO HOLD ITS SOIL. CONTAINER STOCK WITH POORLY
DEVELOPED ROOT SYSTEMS WILL NOT BE ACCEPTED.
5. 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.
6. PLANTS NOT INSTALLED ON THE DAY OF ARRIVAL ONSITE SHALL BE STORED AND PROTECTED BY THE
CONTRACTOR. OUTSIDE STORAGE AREAS WILL BE SHADED AND PROTECTED FROM THE WIND AND SUN.
PLANTS STORED ONSITE 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.
7. NO SUBSTITUTIONS IN SIZE OR VARIETY OF PLANT MATERIAL SHALL OCCUR WITHOUT THE PRIOR
APPROVAL OF THE ENGINEER OR LANDSCAPE ARCHITECT.
8. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND NOTIFY THE ENGINEER OF ANY
VARIANCE FROM PLAN.
9. PLANTING OF WOODY PLANTS SHALL OCCUR WHEN VEGETATION IS NORMALLY DORMANT UNLESS
OTHERWISE APPROVED BY THE ENGINEER OR LANDSCAPE ARCHITECT.
1o. NO PLANTING SHALL OCCUR WHEN THE SOIL IS FROZEN.
PLANTING SEQUENCING
1. CONTRACTOR IS RESPONSIBLE FOR THE LAYOUT OF ALL PLANT MATERIAL.
2. HOLES FOR INDIVIDUAL PLANTINGS SHALL BE EXCAVATED AS SHOWN IN THE DETAILS ON THIS SHEET.
ALL PLANTING HOLES SHALL HAVE ROUGHED, SCARIFIED SIDES AND BOTTOMS.
3. CONTAINERIZED PLANTS SHALL BE SET IN THE PLANTING PIT AT THE PROPER DEPTH, ON TAMPED SOIL.
SOIL REMOVED FROM THE PLANTING PIT AND SHALL THEN BE FILLED AROUND THE ROOTS AND TAMPED.
4. THE CONTRACTOR SHALL RESTORE DISTURBED AREAS TO INDICATED FINAL GRADES IF DISTURBED BY
THE INSTALLATION OF SHRUBS AND TREES.
5. THE CONTRACTOR SHALL WATER EACH WOODY PLANT WITH THE FOLLOWING MINIMUM QUANTITIES
OF WATER, UNLESS OTHERWISE DIRECTED BY THE ENGINEER:
SP4-#2 CONTAINERS: 1 GALLON
#3-#5 CONTAINERS: 2 GALLONS
#7 CONTAINER OR LARGER: 3 GALLONS
6. CONTRACTOR SHALL APPLY 2-3 INCHES OF SHREDDED HARDWOOD MULCH IN AREAS WHERE
HERBACEOUS AND WOODY CONTAINER PLANTS WILL BE INSTALLED. MULCH SHALL NOT BE APPLIED IN
ANY SEEDED AREAS.
PROJECT MAINTENANCE AND WARRANTY:
1. CONTRACTOR SHALL MAINTAIN INSTALLED PLANT MATERIAL WITHIN THE PROJECT LIMITS UNTIL
FINAL ACCEPTANCE OF THE PROJECT BY THE ENGINEER.
2. CONTRACTOR SHALL BE RESPONSIBLE FOR HERBIVORY CONTROL MEASURES DEEMED NECESSARY TO
PROTECT PLANTS DURING WARRANTY PERIOD.
3. FINAL PAYMENT TO THE CONTRACTOR WILL BE AUTHORIZED ONCE ALL SPECIFIED PLANT MATERIAL IS
DETERMINED TO BE HEALTHY AND INSTALLED AS PER SPECIFICATIONS.
4. CONTRACTOR SHALL PROVIDE A ONE-YEAR t00% REPLACEMENT WARRANTY ON ALL WOODY PLANT
MATERIAL, AND 8o% COVERAGE OF ALL AREAS SEEDED OR PLANTED WITH HERBACEOUS PLANT MATERIAL
AFTER THE FIRST COMPLETE GROWING SEASON. REPLACEMENT RATES TO BE DETERMINED BY
AVERAGING MORTALITY RATES FOUND IN RANDOM SAMPLE PLOTS. THE OWNER RESERVES THE RIGHT TO
DETERMINE DIFFERENT MORTALITY RATES IN SPECIFIED AREAS WITHIN THE SITE.
V
NO PROPOSED LANDSCAPE PLANTING WITHIN SANITARY SEWER EASEMENT
EASEMENT AREA SHALL RECEIVE STABILIZATION SEED MIX ONLY.
x
x
APPLY STABILIZATION SEED MIX TO ALL
/
DISTURBED AREAS OUTSIDE OF LIMITS OF
/
GRADING AND OUTSIDE OF PROPOSED
RIPARIAN CORRIDOR BUFFER PLANTINGS
x
I
o 113
i"�
"kit
WIA
�uo
k /
GJ
Q / k
/
PROPOSED RIPARIAN BUFFER PLANTING
` k ASSOCIATED WITH STREAM RESTORATION /
\ ACTIVITIES. DISTRIBUTE PROPOSED NATIVE
/ PLANTINGS BETWEEN PRESERVED SPECIMEN
TREES TO THE DEGREE PRACTICABLE PER
/ ♦ ♦♦ PLANTING PALETTE THIS SHEET ZMM
f
♦ I
t
\ ♦ __
LEGEND
LIMITS OF DISTURBANCE
•�♦�� (FOR STREAM RESTORATION
ACTIVITIES ONLY
C EXISTING WETLANDS
(PER KIRK HUGHES & ASSOC.
SURVEY)
EXISTING STREAM CHANNEL
LIMITS (PER KIRK HUGHES &
ASSOC. SURVEY)
PROPOSED LIVE STAKES
PROPOSED RIPARIAN
CORRIDOR BUFFER
PLANTINGS
APPROXIMATE LIMITS OF
GRADING
ALL DISTURBED AREAS WITHIN PROPOSED LIMITS OF GRADING
'♦♦ i SHALL BE SEED AND MATTED WITH COIR 700. APPLY 6 INCHES r.
♦♦ �.... ♦ OF TOPSOIL ON ALL AREAS TO BE SEEDED AND MATTED. \
♦♦♦ \ v \ ♦ •.
\
- /
:� \ \ ♦ .,�
• ••
J3 .,
•♦�♦ '� / /
♦� \ \ \ \ \ ♦
. ♦\ / /
\ •
\ \
............ ♦ c
• • ♦♦\ \
♦ \i
NODE S3h
STABILIZATION SEED MIX (0.25 AC.)
LEGEND
MIX %
BOTANICAL NAME
COMMON NAME
SPECIFICATION
INDICATOR (EMP)
NOTES
90
FESTUCA ARUNDINACEA
TALL FESCUE
FACU
APPLY SEED AT RATE OF 200 LBS./AC.
SEED
APPLY HYDROMULCH AT 1200 LBS./AC. OR STRAW
10
POA PRATENSE
KENTUCKY BLUEGRASS
FACU
MULCH AT 2 TONS/AC. INCORPORATE SEASONAL
NURSE CROP IN ACCORDANCE WITH DATES SHOWN.
* STABILIZATION SEED MIX SHALL BE APPLIED TO ALL DISTURBED AREAS OUTSIDE OF THE LIMITS OF GRADING AND THE LIMITS OF THE PROPOSED RIPARIAN
BUFFER CORRIDOR PLANTINGS.
* APPLY 6 INCHES OF TOPSOIL IN ALL AREAS TO BE SEEDED.
* APPLY SURFACE PROTECTION (I.E. STRAW) PER VESCH AND ALBEMARLE COUNTY GUIDELINES IN ALL DISTURBED AREAS
LIVE STAKES
LEGEND
#
BOTANICAL NAME
COMMON NAME
SPECIFICATION
INDICATOR (EMP)
NOTES
PLANT STAKES AT 5 FT CENTERS, ONE ROW ON
75
Cornus amomum
DOGWOOD
FAC
EACH SIDE OF BANK, APPROXIMATELY 3-5 FEET
MIN 3 FT LENGTH
FROM CENTER LINE ON BANKFULL BENCH.
75
Salix nigra
BLACK WILLOW
FAC
\ \
RANDOMLY ALTERNATE SPECIES. DRIVE STAKE
THROUGH MATTING OR CUT HOLES AS NEEDED.
GENERAL PLANTING NOTES
1. ALL SEED MIXES ARE TO BE UNTREATED TESTED SEED OF GOOD QUALITY AND FREE OF NOXIOUS
WEEDS.
2. ALL SEED SHALL BE DRY AND NOT MOLDY AND SHALL SHOW NO SIGN OF HAVING BEEN WET OR
OTHERWISE DAMAGED.
3. EACH BAG OF SEED SHALL BE LABELED WITH THE NAME OF THE SEED MIX, PERCENTAGES OF EACH
SPECIES IN THE MIX, AND THE SUPPLIER'S NAME, ADDRESS, AND PHONE NUMBER-
4.
THE CONTRACTOR SHALL USE THE SEED MIXES AND APPLICATION RATES AS SHOWN ON THE PLANT
SCHEDULES. NO SUBSTITUTIONS SHALL BE ACCEPTED WITHOUT PRIOR PERMISSION FROM THE
ENGINEER OR LANDSCAPE ARCHITECT.
5. CONTRACTOR SHALL PROTECT SEEDED AREAS PRIOR TO FINAL ACCEPTANCE.
6. SEEDED AREAS SHALL BE INSPECTED BY THE ENGINEER OR LANDSCAPE ARCHITECT AT THE
COMPLETION OF THE SEEDING OPERATIONS AND ACCEPTED SUBJECT TO COMPLIANCE WITH
SPECIFIED MATERIALS AND INSTALLATION REQUIREMENTS.
�7. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ACTUAL AMOUNT OF STABILIZATION SEED
MIXES REQUIRED.
8. TREE PROTECTION AREAS SHOWN ON E&S PLAN ARE APPROXIMATE. CONTRACTOR TO FIELD LOCATE
SPECIMEN TREES, AND PROTECT WITH TREE PROTECTION FENCING PRIOR 770 DISTURBANCE FOR
STREAM RESTORATION ACTIVITIES, CONTRACTOR SHALL SELECT PLANTING AREAS BASED ON
EXISTING TREE CANOPY, AND DISTRIBUTE PLANTS AS NEED TO ATTAIN ADEQUATE COVERAGE OF
THE PLANTING AREAS.
9. SEE PROPOSED LANDSCAPE PLAN (PROVIDED UNDER SEPARATE COVER) FOR LANDSCAPE PLANTING
OUTSIDE OF THE STREAM RESTORATION PROJECT LIMITS.
1o. PROPOSED SITE PLAN SHOWN FOR ILLUSTRATIVE PURPOSES ONLY. SEE CIVIL SITE PLANS FOR SITE
PLAN SPECIFICATIONS AND DETAILS.
NOTES:
1. PLANTING HOLE SHALL BE OF
SUFFICIENT SIZE AS NOT TO CRAMP
THE ROOTS.
2. PLANTING HOLE SHALL BE
TAMPED WITH FOOT TO SECURE
PLANT MATERIAL IN SOIL.
3"-4" SHREDDED HARDWOOD MULCH; PULL
AWAY FROM BASE OF PLANT (WHERE
REQUIRED)
a
RIPARIAN CORRIDOR PLANT PALLETTE (0.25 ACRES)
LEGEND
QUANTITY
BOTANICAL NAME
COMMON NAME
SPECIFICATION
INDICATOR (EMP)
NOTES
BIN
5
BETULA NIGRA
RIVER BIRCH
#7 CONTAINER
FACW
CA
3
CORNUS AMOMUM
SILKY DOGWOOD
#2 CONTAINER
FACW
LB
9
LINDERA BENZOIN
NORTHERN SPICEBUSH
#2 CONTAINER
FAC
PO
5
PLATANUS OCCIDENTALIS
SYCAMORE
#7 CONTAINER
FACW
QM
6
QUERCUS MICHAUXII
SWAMP CHESTNUT OAK
#7 CONTAINER
FACW
VD
5
VIBURNUM DENTATUM
ARROWWOOD VIBURNUM
#2 CONTAINER
FAC
RIPARIAN CORRIDOR PLANT NATIVE SEED MIX (0.25 ACRES)
LEGEND
PERCENT
BOTANICAL NAME
COMMON NAME
SPECIFICATION
INDICATOR (EMP)
NOTES
CC
10
CONOCLINIUM COELESTINUM
BLUE MIST FLOWER
SEED
FAC
EV
20
ELYMUS VIRGINICUS
VIRGINIA WILD RYE
SEED
FACW
EP
10
EUPATORIUM PERFOLIATUM
BONESEr
SEED
FACW
PV
30
PANICUM VIRGATUM
SWITCH GRASS
SEED
FAC
VN
15
VERNONIA NOVEBORACENSIS
NEW YORK IRONWEED
SEED
FACW
AV
15
ANDROPOGON VIRGINICUS
BROOMSEDGE BLUESTEM
SEED
FACU
NOTES: APPLY WITHIN LIMITS OF GRADING, AFTER COVERING WITH 6 INCHES TOPSOIL. SECURE WITH MATTING AFTER SEEDING.
DETAIL: #7 CONTAINER INSTALLATION
1---2" X 2" HARDWOOD
STAKE
GALVANIZED WIRE GUY
RUBBER HOSE
REMOVE BURLAP FROM TOP
1/3 OF BALL
NTS
NOTES:
1. PLANTING HOLE SHALL BE OF SUFFICIENT
SIZE AS NOT TO CRAMP THE ROOTS.
2. PLANTING HOLE SHALL BE TAMPED WITH
FOOT TO SECURE CONTAINER PLANT MATERIAL
IN SOIL. PLACE TOP OF ROOT BALL AT GRADE
3"A" SHREDDED HARDWOOD MULCH; PULL AWAY FROM BASE OF
PLANT (WHERE REQUIRED)
LOOSEN ROOT BALL (BUTTERFLY) BEFORE PLANTING IN
PLANTING PIT
BACKFILL WITH MATERIAL REMOVED DURING PLANTING PIT
y / EXCAVATION AND TAMP TO PREVENT SETTLEMENT
SIDES AND BOTTOMS OF PLANTING PIT SHOULD BE
ROUGHED AND SCARIFIED
DETAIL: #2 CONTAINER INSTALLATION
NTS
RIVANNA VILLAGE:
BUFFER MITIGATION PLAN
PHASE II
ALBEMARLE COUNTY, VIRGINIA
SCE
Blossom Consulting and Engineering Inc.
1101 Professional Drive, Suite G
Williamsburg VA 23185
p: 757-870-4825
►14W1dZIW.101I
ISSUE
REV # I DATE
DESCRIPTION
Op yr�
SCOTT C. BLOSSOM
Lie. No. 40287
�O1111�
�ISISIONAL
Job No: 1005 Drawn By: BCE
Date: 12.04.2017 Checked By: Scott C. Blossom, P.E.
STREAM RESTORATION PLANTING PLAN
SR - 11
FILEPATH:C:\Users\Owner\Dropbox\BCE Network\Projects\005 RivannaNEW\Design and Analysis\CAD\005....BUFFER _ MIT_ PLAN_SIR _20171110.dwg OwnerlDec 04, 2017 at 10 571Layout 11 Planting
HYDROLOGIC ANALYSIS RESULTS (PREPARED IN PONDPACK WITH TR-55 METHODOLOGY)
IMPERVIOUS
(ACRE)
TURF/MEADOW
(ACRE)
FOREST
(ACRE)
TOTAL AREA
(ACRE)
CN
Tc
(HR)
RV1
(AC -FT)
Q1
(CFS)
RV2
(AC -FT)
02
(CFS)
RV5
(AC -FT)
05
(CFS)
RV10
(AC -FT)
Q10
(CFS)
RV25
(AC -FT)
025
(CFS)
RV50
(AC -FT)
Q50
(CFS)
RV100
(AC -FT)
0100
(CFS)
DA AS3a-1 ,2,3,4
2.672
2.578
0.910
6.160
84
0.083
0.735
13.29
0.997
18.10
1.440
26.14
1.823
32.97
2.408
43.19
2.919
51.99
3.486
61.60
DA AS3b
0.138
0.531
0.000
0.669
79
0.083
0.062
1.12
0.088
1.59
0.132
2.39
0.171
3.11
0.231
4.20
0.285
5.15
0.345
6.20
DA AS3c-1,2
0.294
0.706
0.220
1.220
79
0.386
0.113
1.29
0.159
1.84
0.239
2.81
0.311
3.66
0.420
4.95
0.518
6.07
0.626
7.30
DA AS3d-1,2,3
0.537
0.913
0.709
2.159
79
0.211
0.200
3.01
0.282
4.26
0.425
6.46
0.551
8.39
0.746
11.31
0.918
13.85
1 .1 11
16.64
DA BS3a
0.775
0.739
0.086
1.600
85
0.155
0.200
3.32
0.269
4.44
0.386
6.28
0.487
7.85
0.639
10.22
0.773
12.26
0.921
14.48
DA BS3b-1,2
0.923
0.827
0.209
1.959
85
0.111
0.245
4.38
0.330
5.88
0.473
8.33
0.596
10.40
0.783
13.49
0.947
16.14
1.128
19.03
DA CS3-1,2
4.962
5.088
0.000
10.050
86
0.083
1.319
23.93
1.763
32.03
2.505
45.31
3.144
56.52
4.112
73.20
4.957
87.51
5.891
103.11
DA ES3-1,2
0.578
1.342
0,000
1.920
81
0.083
0.198
3.58
0.274
4.96
0.406
7.37
0.521
9.47
0.698
12.63
0.855
15.37
1.028
18.38
DA HS3a-1,2
1.250
1.589
0.000
2.839
85
0.083
0.356
6.43
0.479
8.69
0.685
12.42
0.864
15.58
1.136
20.30
1.373
24.35
1.636
28.77
DA HS3b
0.000
1.180
0.000
1.180
74
0.146
0.083
1.35
0.122
2.04
0.193
3.23
0.256
4.30
0.357
5.93
0.447
7.43
0.548
9.09
DA S3a
1.304
1.811
2.370
5.485
80
0.083
0.536
9.70
0.751
13.58
1.120
20.31
1.445
26.26
1.946
35.26
2.389
43.08
2.882
51.67
DA S3b
0.324
0.671
1.756
2,751
75
0.083
0.205
3.63
0.300
5.40
0.468
8.46
0.619
11.18
0.856
15.55
1.068
19.40
1.306
23.67
DA S3c
0.898
1.611
4.379
6.888
76
0.083
0.543
9.69
0.787
14.21
1.216
22.00
1.601
28.99
2.203
40.02
2.739
49.71
3.341
60.43
DA S3d
0.226
1 361
4.268
5.855
73
0.335
0.386
4.53
0.576
7.08
0.917
11.60
1.227
15.65
1.716
21.96
2.157
27.55
2.654
33.76
DA S3e
1.051
3.168
1.116
5.335
81
0.092
0.549
9.94
0.762
13.81
1.128
20.29
1.448
25.84
1.940
34.18
2.375
41.39
2.857
49.48
DA S3f
1.336
0.817
1.506
3.659
82
0.083
0.396
7.17
0.545
9.85
0.800
14.54
1.023
18.56
1.364
24.61
1.664
29.84
1.997
35.56
DA S3g
0.442
0.914
1.130
2.486
78
0.083
0.219
3.94
0.311
5.64
0.473
8.54
0.616
11.18
0.838
15.22
1.036
18.75
1.256
22.63
DA S3h
0.185
2.635
3.523
6.343
75
0.310
0.122
2.00
0.182
3.05
0.290
4.91
0.388
6.64
0.543
9.33
0.683
11.72
0.840
14.37
DA S3i
0.000
0.577
1.271
1.848
73
0.134
1.321
14.77
1.969
23.21
3.136
38.24
4.197
51.75
5.873
72.80
7.381
91.48
9.083
112.27
DA S3j
1.310
2.038
16.704
20.052
73
0.357
0.471
5.89
0.688
8.85
1.074
14.03
1.422
18.62
1.968
25.71
2.455
32.07
3.004
39.13
NODE S3a
2.227
2.638
2.579
7.444
-
-
0.633
9.70
0.922
14.31
1.425
24.89
1.867
33.32
2.600
43.51
3.212
52.18
3.892
60.76
NODE S3b
3.326
4.048
4.421
11.795
-
-
0.912
13.36
1.355
19.82
2.129
36.59
2.814
50.03
3.923
66.46
4.870
79.09
5.924
93.22
NODE S3c
4.802
7.001
8.800
20.603
-
-
1.479
23.05
2.228
34.03
3.548
59.07
4.725
82.26
6.604
113.50
8.236
139.41
10.058
166.26
NODE S3d
9.990
13.450
13.068
36.508
-
-
2.467
25.70
3.538
38.53
5.377
68.37
6.986
93.19
10.127
129.25
12.994
159.45
16.208
191.10
NODE S3e
1.588
4.081
1.825
7.494
-
-
0.652
9.94
0.940
14.30
1.444
22.42
1.886
30.17
2.566
40.77
3.167
50.46
3.837
60.97
NODE S3f
6.028
8.713
4.461
19.202
-
-
1.483
20.91
2.245
33.62
3.553
56.66
4.697
75.34
6.454
97.37
8.002
117.94
9.724
144.53
NODE S3g
7.720
11.216
5.591
24.527
-
-
1.911
28.43
2.878
45.36
4.547
74.54
6.005
99.41
8.246
130.03
10.221
157.72
12.524
190.77
NODE S3h
7.905
15.031
9.114
32.050
-
-
2.426
33.21
3.650
52.83
5.774
87.25
7.644
114.36
10.530
152.73
13.082
189.39
16.034
228.30
NODE S3i
7.905
15.608
10.385
33.898
-
-
2.548
35.21
3.832
55.87
6.065
92.14
8.033
120.88
11.073
161.78
13.765
200.66
16.874
242.04
NODE S3j
1.310
2.038
16.704
20.052
-
-
1.321
14.77
1.969
23.21
3.136
38.24
4.197
51.75
5.873
72.80
7.381
91.48
9.083
112.27
* NODE S39 UTILIZED FOR HYDROLOGIC ANALYSIS IN ASSOCIATION WITH PROPOSED STREAM RESTORATION ACTIVITIES. SEE STORMWATER DESIGN PLANS FOR ADDITIONAL HYDROLOGIC ANALYSIS.
r 7
3t
i`
I RIVANNA VILLAGE: BUFFER
r-l"o MITIGATION PLAN
. � ems-%�.►; J
-�
,j
I
\35225
HYDRAULIC ANALYSIS SUMMARY (PREPARED IN USACE HYDROLOGIC ENGINEERING CENTER'S RIVER ANALYSIS SYSTEM (HEC RAS))
PRE -RESTORATION HYDRAULIC SUMMARY POST -RESTORATION HYDRAULIC SUMMARY
Reach
River Sta
Profile
QTotal
Min Ch El
W.S. Elev
Crit W.S.
E.G. Elev
Vel Chnl
Flow Area
Top Width
Froude #Chl
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(sq ft)
(ft)
SR Reach
125
1 YR
29
360
360.4
360.4
360.58
3.52
9.27
28.06
0.98
SR Reach
125
2 YR
46
360
360.54
360.54
360.76
4.02
13.27
31.43
0.97
SR Reach
125
10 YR
100
360
360.85
360.85
361.18
5.06
24.41
39.3
0.97
SR Reach
125
100YR
191
360
361.23
361.23
361.68
6.09
41.04
48.75
0.97
SR Reach
40
1 YR
29
358
359.04
359.08
2.09
20.72
32.94
0.36
SR Reach
40
2 YR
46
358
359.26
359.31
2.5
28.49
38.38
0.39
SR Reach
40
10 YR
100
358
359.72
359.81
3.32
48.95
49.96
0.45
SR Reach
40
100YR
191
358
360.22
360.36
4.2
77.21
63.26
0.5
SR Reach
-5
1 YR
29
358
358.62
358.62
358.83
4.37
9.07
22.42
0.98
SR Reach
-5
2 YR
46
358
358.79
358.79
359.05
4.93
13.31
26.73
0.98
SR Reach
-5
10 YR
100
358
359.16
359.16
359.52
6.1
25.01
36.05
1
SR Reach
-5
100YR
191
358
359.58
359.58
360.04
7.28
42.12
46.42
1.02
SR Reach
-42
1 YR
29
354
354.91
355.13
4.6
9.15
16.22
0.85
SR Reach
-42
2 YR
46
354
355.09
355.06
355.4
5.56
12.42
18.75
0.94
SR Reach
-42
10 YR
100
354
355.54
355.54
356
7.16
22.24
24.83
1.02
SR Reach
-42
100YR
191
354
356.5
356.79
6.19
51.66
35.51
0.69
SR Reach
-81
1 YR
29
353
354.31
354.31
354.57
4.39
8.28
17.95
0.86
SR Reach
-81
2 YR
46
353
354.51
354.51
354.83
4.97
12.31
21.24
0.87
SR Reach
-81
10 YR
100
353
355.45
355.6
3.89
38.89
34.86
0.49
SR Reach
-81
100YR
191
353
356.51
356.62
3.63
82.08
45.04
0.37
SR Reach
-135
1 YR
29
352
353.45
353.69
4.2
8.43
7.63
0.62
SR Reach
-135
2 YR
46
352
353.75
354.13
5.36
10.82
8.37
0.71
SR Reach
-135
10 YR
100
352
354.34
354.34
355.2
8.3
16.38
11.18
0.96
SR Reach
-135
100YR
191
352
355.4
355.4
356.35
9.29
31.99
18.11
0.89
SR Reach
-190
1 YR
29
352
352.78
352.78
353.14
4.95
6.37
9.34
0.99
SR Reach
-190
2 YR
46
352
353.05
353.05
353.52
5.72
8.98
10.14
0.98
SR Reach
-190
10 YR
100
352
353.71
353.71
354.43
7.22
16.32
12.12
0.97
SR Reach
-190
100YR
191
352
354.63
354.63
355.51
8.27
30.62
20.84
0.9
SR Reach
-225
1 YR
29
350
351.57
351.57
352.04
5.49
5.28
5.72
1.01
SR Reach
-225
2 YR
46
350
351.95
351.95
352.51
6.02
7.65
6.85
1
SR Reach
-225
10 YR
100
350
352.73
352.73
353.6
7.54
13.75
8.82
0.97
SR Reach
-225
100YR
191
350
353.74
353.74
354.91
8.9
24.02
11.36
0.92
SR Reach
-260
Culvert
SR Reach
-295
1 YR
29
350
350.73
350.73
351.03
4.41
6.57
11.01
1.01
SR Reach
-295
2 YR
46
350
350.96
350.96
351.34
4.96
9.28
12.29
1.01
SR Reach
-295
10 YR
100
350
351.5
351.5
352.06
5.98
16.72
15.26
1.01
SR Reach
-295
100YR
191
350
352.16
352.16
352.88
6.82
28.57
22.72
0.97
SR Reach
-350
1 YR
29
348
349.39
349.5
3.24
12.74
14.39
0.48
SR Reach
-350
2 YR
46
348
349.67
349.84
3.93
17.22
16.56
0.54
SR Reach
-350
10 YR
100
348
350.27
350.55
5.47
28.49
21.95
0.64
SR Reach
-350
100YR
191
348
350.95
351.36
6.78
46.03
29.46
0.7
SR Reach
-418
1 YR
29
348
348.72
348.72
349
4.63
7.6
14.18
0.96
SR Reach
-418
2 YR
46
348
348.94
348.94
349.29
5.31
10.93
16.36
0.97
SR Reach
-418
10 YR
100
348
349.44
349.44
349.95
6.61
20.53
21.44
0.97
SR Reach
-418
100YR
191
348
349.97
349.97
350.7
8.28
33.06
26.65
1.04
SR Reach
-465
1 YR
29
347
348.11
348.11
348.25
3.19
12.43
53.61
0.72
SR Reach
-465
2 YR
46
347
348.22
348.22
348.39
3.65
18.52
56.16
0.76
SR Reach
-465
10 YR
100
347
348.46
348.46
348.69
4.69
32.17
61.49
0.85
SR Reach
-465
100YR
191
347
348.71
348.71
349.05
5.9
48.75
67.41
0.94
SR Reach
-611
1 YR
29
346
346.17
346.12
346.2
1.53
19.13
116.98
0.66
SR Reach
-611
2 YR
46
346
346.22
346.17
346.27
1.81
25.68
117.99
0.68
SR Reach
-611
10 YR
100
346
346.36
346.45
2.39
42.45
120.52
0.7
SR Reach
-611
100YR
191
346
346.55
346.69
2.99
65.21
123.87
0.71
SR Reach
-770
1 YR
29
344
344.27
344.2
344.32
1.79
16.81
65.82
0.6
SR Reach
-770
2 YR
46
344
344.36
344.27
344.43
2.14
22.52
68.56
0.63
SR Reach
-770
10 YR
100
344
344.56
344.44
344.69
2.89
37.17
75.12
0.68
SR Reach
-770
100YR
191
344
344.81
344.67
345.01
3.7
57.05
83.21
0.72
Reach
RiverSta
Profile
QTotal
Min Ch EI W.S. Elev
Crit W.S.
E.G. Elev
Vel Chnl
Flow Area
Top Width
Froude #Chl
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(sq ft)
(ft)
SR
Reach
125
1 YR
29
360
360.4
360.4
360.58
3.52
9.27
28.06
0.98
SR
Reach
125
2 YR
46
360
360.54
360.54
360.76
4.02
13.27
31.43
0.97
SR
Reach
125
10 YR
100
360
360.85
360.85
361.18
5.06
24.41
39.3
0.97
SR
Reach
125
100 YR
191
360
361.23
361.23
361.68
6.09
41.04
48.75
0.97
SR
Reach
40
1 YR
29
358
358.98
359.03
2.27
18.91
31.54
0.4
SR
Reach
40
2 YR
46
358
359.18
359.26
2.73
25.84
36.62
0.44
SR
Reach
40
10 YR
100
358
359.61
359.73
3.68
43.82
47.33
0.51
SR
Reach
40
100 YR
191
358
360.08
360.25
4.67
68.68
59.29
0.57
SR
Reach
-5
1 YR
29
358
358.52
358.52
358.73
3.74
8.28
20.72
1
SR
Reach
-5
2 YR
46
358
358.69
358.69
358.94
4.11
12.09
26.73
0.97
SR
Reach
-5
10 YR
100
358
359.05
359.05
359.39
5.03
24.19
38.9
0.93
SR
Reach
-5
100 YR
191
358
359.44
359.44
359.89
6.03
41.44
49.41
0.93
SR
Reach
-42
1 YR
29
354
355.07
354.8
355.18
3.32
12.77
19.57
0.57
SR
Reach
-42
2 YR
46
354
355.26
355.02
355.43
4.13
16.84
22.64
0.65
SR
Reach
-42
10 YR
100
354
355.67
355.5
355.98
5.85
27.36
29.11
0.8
SR
Reach
-42
100 YR
191
354
356.1
356.04
356.59
7.62
41.49
35.51
0.93
SR
Reach
-81
1 YR
29
353.96
354.66
354.66
354.85
3.86
10.01
26.72
0.82
SR
Reach
-81
2 YR
46
353.96
354.81
354.81
355.05
4.49
14.09
28.66
0.87
SR
Reach
-81
10 YR
100
353.96
355.14
355.14
355.5
5.82
24.39
33.06
0.95
SR
Reach
-81
100 YR
191
353.96
355.55
355.55
356.06
7.11
39.05
38.46
1
SR
Reach
-135
1 YR
29
352.06
353.34
353.38
1.73
20.13
29.96
0.3
SR
Reach
-135
2 YR
46
352.06
353.66
353.71
1.89
30.06
32.15
0.29
SR
Reach
-135
10 YR
100
352.06
354.33
354.4
2.41
53.08
36.8
0.3
SR
Reach
-135
100 YR
191
352.06
355.26
355.35
2.82
90.09
43.32
0.29
SR
Reach
-190
1 YR
29
352
352.78
352.78
353.14
4.94
6.4
9.42
0.99
SR
Reach
-190
2 YR
46
352
353.13
353.13
353.51
5.19
10.78
16.02
0.86
SR
Reach
-190
10 YR
100
352
353.67
353.67
354.19
6.5
20.73
20.79
0.89
SR
Reach
-190
100 YR
191
352
354.93
355.22
5.37
53.87
31.89
0.55
SR
Reach
-225
1 YR
29
350
351.57
351.57
352.04
5.49
5.28
5.72
1.01
SR
Reach
-225
2 YR
46
350
351.95
351.95
352.51
6.03
7.63
6.84
1.01
SR
Reach
-225
10 YR
100
350
352.73
352.73
353.6
7.55
13.75
8.82
0.97
SR
Reach
-225
100 YR
191
350
353.74
353.74
354.91
8.9
24.02
11.36
0.92
SR
Reach
-260
Culvert
SR
Reach
-295
1 YR
29
347.6
349.37
349.48
2.61
11.1
10.01
0.44
SR
Reach
-295
2 YR
46
347.6
349.68
349.84
3.2
14.39
10.99
0.49
SR
Reach
-295
10 YR
100
347.6
350.2
350.57
4.89
20.45
12.49
0.67
SR
Reach
-295
100 YR
191
347.6
350.72
350.53
351.48
7
27.29
14.07
0.89
SR
Reach
-350
1 YR
29
348
348.98
348.93
349.27
4.95
7.94
12.13
0.88
SR
Reach
-350
2 YR
46
348
349.25
349.25
349.61
5.74
11.79
16.37
0.91
SR
Reach
-350
10 YR
100
348
349.82
349.75
350.28
6.92
22.19
20.34
0.9
SR
Reach
-350
100 YR
191
348
350.37
350.33
351.06
8.77
34.44
24.5
1
SR
Reach
-418
1 YR
29
347.51
348.43
348.56
3.09
11.51
19.33
0.61
SR
Reach
-418
2 YR
46
347.51
348.58
348.77
3.98
14.32
20.01
0.72
SR
Reach
-418
10 YR
100
347.51
348.86
348.85
349.33
6.2
20.26
21.38
0.99
SR
Reach
-418
100 YR
191
347.51
349.39
349.39
350.07
7.65
32.1
23.94
1.02
SR
Reach
-465
1 YR
29
347
347.94
348.13
3.45
8.4
12.58
0.74
SR
Reach
-465
2 YR
46
347
348.15
348.15
348.33
3.63
17.78
60.35
0.69
SR
Reach
-465
10 YR
100
347
348.39
348.39
348.63
4.7
32.84
64.22
0.79
SR
Reach
-465
100 YR
191
347
348.65
348.65
348.99
5.88
50.26
68.42
0.89
SR
Reach
-611
1 YR
29
346
346.17
346.12
346.2
1.53
19.13
116.98
0.66
SR
Reach
-611
2 YR
46
346
346.22
346.17
346.27
1.81
25.68
117.99
0.68
SR
Reach
-611
10 YR
100
346
346.36
346.45
2.39
42.45
120.52
0.7
SR
Reach
-611
100 YR
191
346
346.55
346.69
2.99
65.21
123.87
0.71
SR
Reach
-770
1 YR
29
344
344.27
344.2
344.32
1.79
16.81
65.82
0.6
SR
Reach
-770
2 YR
46
344
344.36
344.27
344.43
2.14
22.52
68.56
0.63
SR
Reach
-770
10 YR
100
344
344.56
344.44
344.69
2.89
37.17
75.12
0.68
SR
Reach
-770
100 YR
191
344
344.81
344.67
345.01
3.7
57.05
83.21
0.72
PHASE II
ALBEMARLE COUNTY, VIRGINIA
SCE
Blossom Consulting and Engineering Inc.
168 Old Field Rd
Williamsburg VA 23188
p: 757-870-4825
14WAZI _1011
ISSUE
REV # I DATE DESCRIPTION
�LT H OF
Q) G>
SCOTT C. BLOSSOM a
Lie. No. 40287
10
1111��61SrONAL
Job No: 1005 Drawn By: BCE
Date: 12.04.2017 Checked By: Scott C. Blossom, P.E.
HYDROLOGY AND HYDRAULIC ANALYSIS SUMMARY
SR-1 2