HomeMy WebLinkAboutWPO201800007 Plan - E&S Minor Amendment 2019-05-09RIVANNA VILLAGE:
EROSION AND SEDIMENT
RIVANNAVILLAGE AMENDMENT AND P11ASE 11
CONTROL PLAN
AMENDMENT 1 AND PHASE II
ALBEMARLE COUNTY, VIRGINIA
WPO 201800007 EROSION AND SEDIMENT CONTROL PLANS
ALBEMARLE COUN I Y, VIRGINIA
BCE
PROJECT NARRATIVE SHEET INDEX
Blossom Consulting and Engineering Inc.
1101 Professional Drive, Suite G
Williamsburg VA 23185
p: 757-870-4825
1.) COVER
THE PROPOSED EROSION AND SEDIMENT CONTROL PLAN FOR PHASE 2 OF RIVANNA VILLAGE 2.) EXISTING CONDITIONS AND DEMOLITION
CONSISTS OF THOSE MEASURES NECESSARY TO PREVENT SEDIMENT LADEN RUNOFF FROM \Rp 3.) SHEET INDEX
ENTERING DOWNSTREAM WATERWAYS. SPECIFICALLY, THIS PLAN ADDRESSES: Ail,�� 4a.) MASTERPLAN (STAGE 1)
- ACCESS TO THE SITE �_' 4b.) MASTERPLAN (STAGE 2)
/
- STAGING AND STOCKPILE AREAS 5.) E&S STAGE 1: BLOCK G
- CONSTRUCTION SEQUENCING
- ON -SITE EROSION AND SEDIMENT CONTROL FACILITIES INCLUDING PERIMETER •i•� 6.) E & S STAGE 2: BLOCK G
CONTROLS, SEDIMENT TRAPS, AND SEDIMENT BASINS f '•�. 7.) BLOCK G: CROSS SECTIONS
- STABILIZATION PRACTICES TO BE IMPLEMENTED DURING CONSTRUCTION IN A I • A 8.) E & S STAGE 1: BLOCK I & J(EAST)
��
PHASED MANNER TO TREAT DISTURBED AREAS �»
� 9.) E & S STAGE 2: BLOCK I & J (EAST)
THE PLAN IS DESIGNED TO SPECIFY MEASURES THAT WILL PROVIDE EROSION AND SEDIMENT ��.5 � ADO J � '•� lo. ) BLOCK I: CROSS SECTIONS
"' a �'c�lJ
CONTROL FOR DISTURBED AREAS ASSOCIATED WITH CLEARING, SITE GRADING, UTILITIES, `/ �•11.) E & S STAGE 1: BLOCK J (EAST)
`� �•.
ROADS AND STORM DRAIN INFRASTRUCTURE. PROPOSED EROSION AND SEDIMENT CONTROL
�.,` 1`a 12.) E & S STAGE 2: BLOCK J (EAST)
MEASURES INCLUDE: �•,
13.) BLOCK J (EAST): CROSS SECTIONS
�� "„ '•� '�•• 14.) E & S STAGE 1: BLOCK J (WEST)
1) MINIMIZATION OF SITE DISTURBANCE TO PRESERVE STREAM BUFFERS AND RIPARIAN 7' aJb 393.00
30 388.6 386,e
JJ
A� ti88.8-` y
2) PHASED CONSTRUCTION PRACTICES WITH STABILIZED CONSTRUCTION ENTRANCES 3.,0 3887�'� 15.) E & S STAGE 2: BLOCK J (WEST)
oFs
_, 393.1
AND CONSTRUCTION ROAD STABILIZATION (WHERE NECESSARY). ;,, 385.c °tio 16.) BLOCK J (WEST): CROSS SECTIONS
38°� o 374-s � ���
KEY PLAN
3) PERIMETER CONTROLS INCLUDING TREE PROTECTION, DIVERSIONS, SWALES, � �� � 17.) E & S DETAILS (1)
AND SILT FENCE �o.e 3 32 380.3
370 '57 '•� 18.) E & S DETAILS (2)
• •'�' sT�9 f
4) COMBINATION OF SEDIMENT TRAPS AND BASINS USED IN COORDINATION WITH 3, �.
DIVERSIONS AND SWALES �' ' ' 4' _ '0��9 376.4 : `°•°• 371.0 0 ''� 19.) E & S DETAILS (3)
�
` -= �}
5) TEMPORARY AND PERMANENT STABILIZATION OF SLOPES AND GRADED �ti� 384 � 20.) E & S DETAILS (4)
AREAS - •a� osw /% 21.) E & S NOTES
'
EXISTING PHASE i st
Yn SEDIMENT BASIN 361.2 G 3ss.s
PHASE 2 AREAS CONSIST GENERALLY OF THOSE LOCATED ON THE EASTERN AND Q¢�• TO REMAIN
SOUTHWESTERN PORTION OF THE SITE ACCESSED BY GLENMORE WAY (AND EVENTUALLY .• 358.4
��
ROUTE 250). TRAFFIC MANAGEMENT PRACTICES ARE PROPOSED UNDER SEPARATE COVER
AND SHALL BE IMPLEMENTED IN COORDINATION WITH THE ACCESS MEASURES PROPOSED \�
_,
HEREIN. V�OLUNPE RNA \ -, - - - SITE DATA
,
FIRE COMPANY
�• /� PROJECT (SITE) LIMITS = 9o.6 ACRES
THIS PHASE 2 EROSION AND SEDIMENT CONTROL PLAN IS PROPOSED IN ADDITION TO AND AS ./ - f" ; / '�., .•
A COMPLEMENT OF THE PHASE 1 EROSION AND SEDIMENT CONTROL PLANS THAT WERE /' ,. �\ �•,PHASE 2 LIMITS OF DISTURBANCE = 58.33 ACRES
/.,/
% 1
PREVIOUSLY APPROVED BYALBEMARLE COUNTY. AS DETAILED ON THE MASTERPLAN (SHEET j •�,.
ES-4), SELECT MEASURES OF PHASEI EROSION AND SEDIMENT CONTROL WILL REMAIN IN �, J I •�•
PLACE DURING PHASE 2 CONSTRUCTION ACTIVITIES. THE FOLLOWING SUMMARY DETAILS.. 35a5 \ \, .�.
v� 35s.e.
i \
ISSUE
THE OVERALL PHASING AREAS FOR THE RIVANNA VILLAGE DEVELOPMENT IN TERMS OF '"• , �••/. SURVEY AND BASE INFORMATION
EROSION AND SEDIMENT CONTROL, STORMWATER, AND THE STORMWATER POLLUTION PROPOSEDPHASE2
7� 36 , sEDIMENT BASINs 1
�.•� 344.6, i 345
REV #
DATE
DESCRIPTION
PREVENTION PLAN (INCORPORATED BY REFERENCE HEREIN): U ���
/ o _ ROUDABUSH, GALE & ASSOCIATES, INC.
„•.a 6..
#1
3/2/18
PER COUNTY COMMENTS
#2
4/16/18
PER COUNTY COMMENTS
�/• 3 z
PHASE 1 PROJECT AREA (LIMITS OF DISTURBANCE) = 32.27 ACRES \ g14 MONTICELLO ROAD
PHASE 2 PROJECT AREA = 68.55 ACRES 5�� �9 I / l3`d3 CHARLOTTESVILLE, VIRGINIA
PREVIOUSLY APPROVED PHASE i
INCLUDES PORTION OF PHASE 1 (PREVIOUSLY PERMITTED) THAT IS WITHIN PHASE 2 SITE BOUNDARY AND PHASE 1 '52.8 , 22go2
LIMITS OF DISTURBANCE ACRES LIMITS of DISTURBANCE O "`' 35�.� �I / 336.8
= 10.22 355.E � PHONE: (434) 976-0205
PHASE 2 PROJECT AREA (ACTUAL NEW LIMITS OF DISTURBANCE) = 68.55 - 10.22 = 58.33 ACRES '• 35�,
OVERALL PROJECT LIMITS = 9o.6 ACRES .7
BOUNDARY SURVEY: ROUDABUSH, GALE & ASSOCIATES (434) 977-0205
'•�
THIS PLAN PRESENTS STAGE 1 AND STAGE 2 CONSTRUCTION ACTIVITIES AND ASSOCIATED �� ! r\, i.: �y % TOPOGRAPHIC SURVEY: LOUISA AERIAL SURVEYS, 20o8 (540) 967-1499
EROSION AND SEDIMENT CONTROL. STAGE 2 INCLUDES GRADING OF PERMANENT BMPS THAT '••` •,•; FIELD VERIFIED BY ROUDABUSH, GALE & ASSOCIATES IN 2014
N .,. .,., N �•,�•'
ARE FINALIZED IN STAGE 3 AS SHOWN ON THE STORMWATER MANAGEMENT PLANS. IZS �8.& ` '.�
_ ,•
/
PRINCIPAL AND EMERGENCY SPILLWAYS, AND OUTFALL PROTECTION ASSOCIATED WITH I � � 388.8
STORM DRAIN INFRASTRUCTURE IS INSTALLED DURING STAGE 2. UPLAND BMPS WITHA 380.5
'
4.5
ENGINEERED SOIL MEDIA AND FINAL BMP LANDSCAPING WILL BE INSTALLED DURING STAGE �0.3 � ••�• , ��' CZ
. \
AS SHOWN ON THE STORMWATER MANAGEMENT PLANS. 72"7
'�
3 ���� •�••2YR0�� \ OWNER DEVELOPER
`•• \ \
RIVANNA INVESTMENT HOLDINGS LLC
VICINITY MAP: 1" = lOOO' SCALE: 1 INCH 5
- 2 o FEET
-
C/O ROBINSON DEVELOPMENT GROUP INC.
- • O '. •^ � '`� _ ,'' 150 W. MAIN STREET SUITE iloo
• • � � � �
7 ; x. O 250 500 1,000
•,�`•
APPROVED
b the Albemarle Count
,
• ,•� .�(� • NORFOLK, VIRGINIA 23510
•� • _..�I�4
Community Development Department
D18
ate
:7 `,
�`,
P0200
e1800007
• • a •�
PROJECT LIMITS . �, , T H 0
' ' • �� ~?` • ��- (� - ��'�'� °r� RESPONSIBLE LAND DISTURBER
t r • ` 4 .;
o
t �� • • •1' • �• ,-• � • `, '�; � • � �
' •.. ' ice`' U SCOTT C. BLOSSOM a SCOTT C. BLOSSOM P.E. SHALL BE THE RLD UNTIL WHICH TIME
Job No: 1005
Drawn By: BCE
"' , `�� `� '• '� • . = O` �� " '" `' .• ; Llc. No. 40287 THE CONTRACTOR IS IDENTIFIED. RLD TO BE IDENTIFIED
Date: 12.04.2017
Checked By: Scott C. Blossom, P.E.
• �• � �: `' ,<� o�� 1�w BEFORE CONSTRUCTION AND SHALL BE NOTED IN THE SWPPP.
COVER
DATE: 12/04/2017
o -v
49 " `' REVISED: /02/2018
;•,!\✓; REVISED: 4/16/2018
` cj, i
ES�l
t S !
f
� I
5
gn 41E.:)
'I21.8
�l
PSI
r
62B-(
I.
418
/ 46B/(C)
418.5
41 \\ .
/ I r08.7 l \ V\
� • � ti � 394.3
.� •
404.8 x3c'75 &2B (C)
PREVIOULSY APPROVED PHASE 1 )4.5
' •. RIVANNA VILLAGE PROJECT LIMITS '
3f 400
e -
♦•• 392.8
♦ ,�
� 402.E �%9�
403.3 ;.1
uc.
402 7�7 R
399..E
398.4 ; ••` 386.4
380----- �
379.4 `•.` C7. 14DZO.6 3 9.5 = �• •`�' 384.3
5i �' �D) ���•�ITs o /3;�.R 51 B (C/`I �.,� �� /
�
370/4,
6 2 B (C) 390.*0414'., + '
388.6 '� t `'•
., --
)� 400.E 386.6 393.0 �•, 382.1
1,C" 3F38.8 389.2 ••` ' 381. ^o �,
388.1 •• 377.4
51B (C/D) `
J
393.1 yy y �•,� i �c �••� 3 381.2
•• ''�
/ ♦ I �35 .1 374
� ♦ 380.7 •• i ..371
y 3>0 •.� 0
380 88 A 7 R 380.3 , ri 3g22
y " ♦ �' y _ ,
y y y y ♦ y
yy�• y�y i yy�� 357. o � �390.9
\ \ y
O
♦ 376.4 `yw yy� 371 ••*
� : A� Yy� •• i8F.2
075,53
C/
♦ ♦ 388.7
• 1.7
396.5
% 3\11 360.2
` '87.5 I
358.9
♦ yyy ` ♦ 350 356.5 +
♦,�,y,�,, y 349.6
y / 354.9
354.2 400.5
BB o
398.7
♦ �� 45.5
35
0 50
` w
a♦ ` __ 350 1 ' \ ,40 356.9 5fC C/ ••�• + 396.4 51 B C D . �
31 •�
o ; �w •�,• :
ywyyyy 368 J� ,� �o �•, 0
4
Q
51 C (C /D) EXISTING \ ••`•• 3
STREAM . '
51 B (C/D BUFFER 52.9 50.8 W 1 I 3 C5.`. ' ��•�••��•.' /
/
35 8 _ \ • B 24 '•� �� 3 O
358. �6
¢ 1.
350.5 � � f� \ � • • ,� I
' • ` 356.6 �a I �L• 374. tia
• � � 3 �
_
•
` 355.1 ` � 350 � � W. - 344.2
® PREVIOUSLY • y --Zr - 34 2 x
APPROVED , 35 .1 350.8 - h�
_46 B ( ) 348.7 4
PHASE i ♦ , 345.1 373.0
/
PROJECT , � `S Ss `�SR 351.1 � � � y � 344. � / x 378.
v `LIMI� TS' y , �� • / o�
` 340 79
-o • 348.8 y 339.8 EXISTING POND
` ♦ 343.2
' EXISTING POND
'(50 / I W./FP6 3�.1 TA ^ P ! 1'. 1
E.+- ■ I : /
♦ .556 357.0 340.9 G, 358.3\� 52.6 �x
`
• ♦ / , ` �/ 3 5s_, rn I 1
♦ 3
352 I I
• 35 7 4. . \ `T, ^A P E
♦ 354 355.6
46B (C
�-- '0
332.9
y
• • - - ♦ % -3rJ- 51 C%
• - y y y y •
♦� ♦ y y o y r ••�
••0..0'• woo
\
•.�''
i
373.7 • 0•000 326. �� 349.'_'
63.?
51 B (C/D) ■�.t �\
� 1 C (C/
380 \
375.6
385.5 /
376 � \
/ 371.1 \
376.E
01
SCALE: 1 INCH = 15o FEET
0' 150' 300'
CONTOUR INTERVAL = 2 FT
450'
i
`
364.4 362
/ 363.1
362.0
-
375.3 376.6
378.9
C
NOTES
THE PROPOSED RIVANNA VILLAGE DEVELOPMENT ENCOMPASSES
AN AREA OF FOREST AND OPEN MEADOW LOCATED
APPROXIMATELY 12.5 MILES SOUTHEAST OF CHARLOTTESVILLE
VIRGINIA.
THE SITE IS CHARACTERIZED BY MODERATE SLOPES AND WOODED
CORRIDORS THAT WILL BE PRESERVED AS A COMPONENT OF THIS
PLAN. TWO (2) EXISTING PONDS ARE LOCATED NEAR THE
CONFLUENCE OF THE EXISTING INTERMITTENT STREAM CHANNELS.
EXISTING WATER FEATURES INCLUDE 1.o8 ACRES OF WETLANDS
AND 2,645 LINEAR FEET OF STREAM CHANNELS THAT DRAIN TO THE
RIVANNA RIVER LOCATED APPROXIMATELY 4 MILES DOWNSTREAM.
THE PREVIOUSLY APPROVED PHASE 1 RIVANNA VILLAGE PROJECT
LIMITS COVERED 32.27 ACRES. PROPOSED PHASE 2 SITE AREA = 68.55
ACRES, WHICH INCLUDES 10.2 ACRES OF SITE AREA THAT WAS
PREVIOUSLY APPROVED WITHIN THE PHASE 1 LIMITS OF
DISTURBANCE. THUS, THE NEW PROPOSED LIMITS OF DISTURBANCE
IS 58.3 ACRES.
GLENMORE WAY AND PIPER WAY SERVE AS THE ENTRANCE ACCESS
TO THE ADJACENT NEIGHBORHOODS. THE ADJACENT
NEIGHBORHOODS ARE NOT ADVERSELY AFFECTED BY TEH
CONSTRUCTION ACTIVITIES.
STEAMER DRIVE IS AN EXISTING ACCESS ROUTE APPROVED AS A
COMPONENT OF THE PHASE 1 EROSION AND SEDIMENT CONTROL
PLANS. THIS ENTRANCE WILL REMAIN IN PLACE AND ADDITIONAL
ENTRANCES ARE PROPOSED WITH PHASE 2 CONSTRUCTION
ACTIVITIES, INCLUDING AN ENTRANCE OFF OF ROUTE 250. PHASE i
CONSTRUCTION ACTIVITIES WERE INITIATED IN 2017.
AS A COMPONENT OF PHASE 2 CONSTRUCTION, EXISTING
STRUCTURES WITHIN THE LIMITS OF DISTURBANCE NEAR ROUTE
25o AND NEAR THE EXISTING POND WILL BE DEMOLISHED. IN
ADDITION, A PORTION OF CUMBRIA LANE WILL BE RETROFITTED
AND REPAIRED. ALL DEMOLITION ACTIVITIES WILL BE CONDUCTED
IN ACCORDNACE WITH STATE AND LOCAL STANDARDS.
LEGEND
PHASE 1 PROJECT AREA
(PREVIOUSLY APPROVED)
• PHASE 2 PROJECT AREA
(LIMITS OF DISTURBANCE)
EXISTING WETLANDS
y yy yy yy ' (PER KIRK HUGHES & ASSOC.
yy yy y'SURVEY)
EXISTING
STREAM CHANNEL LIMITS
(PER KIRK HUGHES & ASSOC.
SURVEY)
EXISTING POND
(PER KIRK HUGHES & ASSOC.
SURVEY)
APPROXIMATE
EXISTING TREE LINE
(PER KIRK HUGHES & ASSOC.
SURVEY)
\ EXISTING ROAD
(PER KIRK HUGHES & ASSOC.
SURVEY)
+ EXISTING FENCE
(PER KIRK HUGHES & ASSOC.
+ SURVEY)
EXISTING BUILDING
(PER KIRK HUGHES & ASSOC.
SURVEY)
EXISTING POWER POLE
o (PER KIRK HUGHES & ASSOC.
SURVEY)
EXISTING SIGN
os (PER KIRK HUGHES & ASSOC.
SURVEY)
EXISTING MANHOLE
o .H. (PER KIRK HUGHES & ASSOC.
SURVEY)
\�e EXISTING CONTOURS
(PER KIRK HUGHES & ASSOC.
3' SURVEY)
c
EXISTING STREAM BUFFER
(PER ALBEMARLE COUNTY)
APPROXIMATE SOIL
51 C BOUNDARIES
EXISTING HYDRIC SOIL
(MANTEO CHANNERY SILT LOAM)
STEEP SLOPES (GREATER THAN 25%)
RIVANNA VILLAGE:
EROSION AND SEDIMENT
CONTROL PLAN
AMENDMENT 1 AND PHASE II
ALBEMARLE COUNTY, VIRGINIA
SCE
Blossom Consulting and Engineering Inc.
1101 Professional Drive, Suite G
Williamsburg VA 23185
p: 757-870-4825
KEY PLAN
ISSUE
REV # DATE DESCRIPTION
#1 3/2/18 PER COUNTY COMMENTS
#2 4/16/18 1 PER COUNTY COMMENTS
�� 'LTH
of
O
G�
SCOTT C.
Lic. No.
BLOSSOM
40287
��SSI ONAL
E��1
Job No: 1005 Drawn By: BCE
Date: 12.04.2017 Checked By: Scott C. Blossom, P.E.
EXISTING CONDITIONS AND DEMOLITION
ES-2
FILEPATH:C:\Users\Hill\Dropbox\Projects\005 RivannaNEW\Design and Analysis\CAD\005-RivannaPH2_ESC_REV2.dwglHilijApr 12, 2018 at 11:541Layout: 2 Ex Conditions
412. 6
LEGEND
RIVANNA VILLAGE:
411. G
417.0
4'. 8
S
EROSION AND SEDIMENT
S 418.5
417.3
42Cj. 7 F, 4
N
PROPOSED LIMITS OF
DISTURBANCE
CONTROL PLAN
419.3
41
Z
420 4i9AS• 4
S
417 (3
BLOCK LIMITS
• 404.8 4 0 0.
AMENDMENT 1 AND PHASE 11
ALBEMARLE COUNTY, VIRGINIA
6OP
3C7 5
g qj
.17 404.5 10W, @
77 INNig✓
�A-q2.9
EXISTING WETLANDS
(PER KIRK HUGHES & ASSOC.
39 39
10=370.86
91
[BLOCK I (SEE SHEETS 8 - 12)
SURVEY)
'2 1
389.1
♦ 9 .8
-',-,97b.
'5.4
h384.9b '5&'$4.6,f
Z
APPROXIMATE EXISTING
STREAM CHANNEL LIMITS
42
�� ��/�
BLOCx BLOCK D, F AND G (SEE SHEETS
S5-7) 40".6
35 5.62
(PER KIRK HUGHES & ASSOC.
SURVEY)
�21v'
41
402.3
384 09
STREAM
q
+ 333.4
BUFFEREXISTING
398.4
J0
386.4
4:2 Z. 5
sip•
421
p
/to 0
399.5
VZ11
1 1♦
Q
-�83.82
'%3,22
384.3
APPROXIMATE
EXISTING TREE LINE
40(l
*aft♦
82.97
C,
(PER KIRK HUGHES & ASSOC.
SURVEY)
LLI
70/4.9
381.97
BCE
442'1.4(PER
�.3
CO
8 'IV
EXISTING ROAD
KIRK HUGHES & ASSOC.
779.66
Blossom Consulting and Engineering Inc.
388.t� SURVEY)
S s.♦ 379.85
390.' +
4207
-18,1
EXISTING FENCE
1101 Professional Drive, Suite G
Williamsburg VA 23185
-66./
381 4
(PER KIRK HUGHES & ASSOC.
SURVEY)
p: 757-870-4825
4178
406.9
II
377.4 ♦96 41 Z
-7j.26.: '0
-�#
380 - A, - I II
t477�.. 5
EXISTING BUILDING
(PER KIRK HUGHES & ASSOC.
.4 405.1,
.0po 381.2/
SURVEY)
I BLOCK
'55" 380.i380.3
399.'-
B
X)
3.20
395.,E
411.5 405.5
V 4
♦ 390.9 -
376.4 41,
371.0 7
*41 3811--52
zz
AR 383.0
399,3
406.2
BLOCK
4D9.8
389.7 �FF? 7
384.4 r
g n
407.,"
3
one
388.
396.5
15A
+
365.p
�4
3 5 -0
JBT� A73 9's S
+
w BLOCKO.
394.-
349,6
354.2
+
81 +
360
Wr &7. -75
1>0
3 -�6
0
4t
V 3 6 3
;
KEY PLAN
BLOcx 362.8
356.1
"41
4 Q� ��i
CD t
345
--368
•
.0
♦
35
BLOCK J (WEST
356.6
x
•
353.1
�342.2
000
♦ 350.8
348.7 347.o� 344
;5.1 34�A.
[BLOCK J (FAST)
4.8
---340
ISSUE
� 48.8
♦
I ' 3go / � I \ I WE+ - 3L
7�. 0 340.9
339.8
.3,13.2
1 11 1
1 4 362,
-8.3 369.�-
. .......
REV #
DATE
DESCRIPTION
#1
3/2/18
PER COUNTY COMMENTS
# 2
4/16/18
PER COUNTY COMMENTS
352.6 359.5
354.7 x
3 4.8
1368,5
357.7
355.6
355.4
8
0.7
-5696`�`tr
**
BLOCK J (EAST)] 5 .4 3
\\/\/\\37
+ * *'+ + * + +
'k 'k 'k
'w w
358.6 356.7 7 5
+ * 332.9
'k 'k
.7
1
3 .7
378.9
♦
41:11111 1,11 'k + 'k
38 3
BLOCK J (V
362.6 -- '358.8
;"
�_"a"
381.5
360.8
0
51
366.E 360.5 368.L;
�� (ELT
373�.2 7 - 364 5•
\
3828
H op
p
3
5 2.8 372.7
-4-
SCOTT C. BLOSSOM
371.,
Lie. No. 40287
��777
L
0
I AND J(EAST) (SEE SHEETS 11 15)
[
,
ABLOCK
ONAI,
364.4
38. 380 )]
.9 BLOCK H AND J(WEST) (SEE SHEETS 14 16
Job No: 1005
Drawn By: BCE
389.0 388.2 36
362
Date: 12.04.2017
Checked By: Scott C. Blossom, P.E.
372.3
SHEET INDEX
SCALE: 1 INCH = 15o FEET
of 150' 3001
CONTOUR INTERVAL = 2 FT
6001
ES 3
FILEPATH:C:\Users\Hill\Dropbox\Projects\005 RivannaNEWDesign and Analysis\CAD\005 RivannaPH2-ESC-REV2.dwg I Hill lApr 12, 2018 at 11:5411-ayout: 3 Index Sheet
L-
I I
EROSION AND SEDIMENT CONTROL MASTERPLAN
-- ���
- --
- � �
_
LEGEND
SUMMARY
_
\
---
NOTE ALL PERIMETER SILT FENCE ADJACENT
�\
RIVANNA VILLAGE:
THIS PHASE 2 EROSION AND SEDIMENT CONTROL PLAN FOR RIVANNA
-
TO PRESERVED STREAM CHANNELS SHALL BE
- SUPER SILT FENCE AS SHOWN ON DETAIL 4,
�`
PROPOSED PHASE 2 LIMITS
OF DISTURBANCE (SITE)
LOD
EROSION AND SEDIMENT
_ -
_,- F_
VILLAGE IS DESIGNED TO PREVENT SEDIMENT LADEN RUNOFF FROM
;- _
SHEET 18. SUPER SILT FENCE SHALL SERVE AS
\
CONTROL MASTERPLAN
BEING TRANSPORTED TO DOWNSTREAM RECEIVING WATERWAYS AND
IS PREPARED IN CONSIDERATION OF THOSE MEASURES SPECIFIED AND
----- - -
�'
TREE PROTECTION. SAFETY FENCE SHALL BE
SITE BENCHMARK
APPROVED ON THE PHASE 1 EROSION AND SEDIMENT CONTROL PLANS.
ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO
408.7 41
417.0
_ -
-
INSTALLED IN ACCESSIBLE AREAS NEAR THE
EXISTING FIREHOUSE IF REQUESTED BY
(PER ROUDABUSH, GALE AND
ASSOC. SURVEY)
AMENDMENT 1 AND PHASE II
\\
CURRENT SPECIFICATIONS AND STANDARDS OF VDOT UNLESS
� s 4.8 �o
_
ALBEMARLE COUNTY INSPECTOR.
ALBEMARLE COUNTY, VIRGINIA
OTHERWISE NOTED.
�
418.� A • 7 7
_-
y . _
� y� y� yy '
EXISTING WETLANDS
(PER KIRK HUGHES & ASSOC.
ALL EROSION AND SILTATION CONTROL MEASURES SHALL BE
42Q7
419.3 � 4,
SURVEY)
PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL
42.0 a� 9. s `i •
^. 4
\
PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING
OR OTHER CONSTRUCTION.
7 -
PROPOSED STOCKPILES LOCATED ON UPLAND AREAS OUTSIDE OF
EXISTING
STREAM CHANNEL LIMITS
ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE
•,,
-
ne.2 40o.o ' ��� ' <{
��a8 -
CONVEYANCE AREAS MAY BE MODIFIED UPON APPROVAL OF
ALBEMARLE COUNTY FIELD INSPECTOR. CONTRACTOR SHALL BE
�\�
(PER KIRK HUGHES & ASSOC.
SURVEY)
CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM
s� _,.�n,1�, � �
RESPONSIBLE FOR LOCATING DEWATERING AREAS FOR SEDIMENT
ACCUMULATED IN EXISTING POND AND PROVIDING PERIMETER
STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND
SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR
A
��Sc�
OFFSITE DRAINAGE AREA SHALL BE CONVEYED
THROUGH THE SITE TO MAINTAIN 'CLEAN
CONTROLS AS NEEDED DURING DRYING AND DEWATERING
ACTIVITIES
EXISTING POND
(PER KIRK HUGHES & ASSOC.
625-02-oo EROSION AND SEDIMENT CONTROL REGULATIONS.
ti `
2iQ
WATER BYPASS IN EXISTING CHANNEL DURING
CONSTRUCTION. DIVERT DISTURBED AREAS
SURVEY)
IN CONSIDERATION THAT PHASE 1 CONSTRUCTION ACTIVITIES WERE
INITIATED IN 2017, THIS PHASE 2 PLAN UTILIZES SELECT EROSION AND
42 - �Q�
FROM EXISTING CHANNELS WITH RIGHT OF\\
WAY DIVERSIONS AND DIVERSION DIKES AS
APPROXIMATE
EXISTING TREE LINE
SEDIMENT CONTROLS THAT HAVE PREVIOUSLY BEEN CONSTRUCTED.
< SHOWN HEREIN \ (PER KIRK HUGHES & ASSOC.
--- SURVEY)
SPECIFICALLY, SEDIMENT BASINS LOCATED IN BLOCKS D, F AND H
TREAT PORTIONS OF PREVIOUSLY APPROVED BLOCK C AS WELL AS
Z S
Yy�y�
OFFSITE DRAINAGE AREA SHALL BE CONVEYED
THROUGH THE SITE TO MAINTAIN 'CLEAN
EXISTING ROAD
BICE
PHASE 2 DEVELOPMENT IN BLOCKS D, F AND H. IN ADDITION,
SEDIMENT TRAPS PREVIOUSLY CONSTRUCTED IN PHASE 1 BLOCK H
BLOCK y y
WATER' BYPASS IN EXISTING CHANNEL DURING
(PER KIRK HUGHES & ASSOC.CONSTRUCTION.
WILL REMAIN IN PLACE TO TREAT PROPOSED PHASE 2 DEVELOPMENT
`•y
���
.�♦
DIVERT DISTURBED AREAS
FROM EXISTING CHANNELS WITH RIGHT OF
SURVEY)
WITHIN BLOCK H. EXISTING PHASE 1 STOCKPILE AREAS AND
CONSTRUCTION ENTRANCES (CE 1 & CE2) MAY ALSO BE USED IN
h
&
SSF •�•
WAY DIVERSIONS AND DIVERSION DIKES AS
SHOWN HEREIN
\ \
EXISTING FENCE
Blossom Consulting and Engineering Inc.
1101 Professional Drive, Suite G
CONJUNCTION WITH PHASE 2 CONSTRUCTION.
��
)
(PER KIRK HUGHES & ASSOC.
Williamsburg VA 23185
SURVEY)
p:757-870-4825
THIS PHASE 2 EROSION AND SEDIMENT CONTROL PLAN CONSISTS OF
TWO (2) STAGES. STAGE 1 GENERALLY CONSISTS OF THE INSTALLATION
OF THE FOLLOWING MEASURES:
I \._ �' EXISTING BUILDING
LOD �Y / `•'` SSF 01_� (PER KIRK HUGHES & ASSOC.
1.) PERIMETER CONTROLS (I.E. SILT FENCE, SUPER SILT FENCE AND
SAFETY FENCE)
%
�''+� A k CWD
�..
-�
SURVEY)
2.) CONSTRUCTION ENTRANCE (CE1 AND CE2 (EXISTING), CE3 AND CE 4
\ \ xy,
41\4
/
x �•. CE
0
\
EXISTING POWER POLE
(PER KIRK HUGHES & ASSOC.
(PROPOSED PHASE 2)) AND TEMPORARY STREAM CROSSINGS (TSC #3-7).
3.) SEDIMENT TRAPS AND BASINS SIZED TO TREAT CONTRIBUTING SUB
SEE PHASE 1 EROSION AND
�' �� �
'`
CE3
SURVEY)
WATERSHED WITH PROPOSED DISTURBANCE.
4.) DIVERSION DIKES AND RIGHT OF WAY DIVERSIONS DESIGNED TO
CONVEY RUNOFF FROM DISTURBED AREAS TO PROPOSED STRUCTURAL
SEDIMENT CONTROL PLANS FOR
ADDITIONAL INFORMATION
REGARDING PHASE 1 DIVERSION
BLOCK 1 \ DV '�� •.` "
i �•��. LOD I
x
( '•�
1 �•�
-s
EXISTING SIGN
(PER KIRK HUGHES & ASSOC.
EROSION AND SEDIMENT CONTROL MEASURES (I.E. TRAPS AND
DIKES AND SEDIMENT BASINS IN BLOCK
i
�, BLOCK �x
i
DV
SURVEY)
BASINS) WHILE ALLOWING'CLEAN WATER' FROM OFF SITE
BLOCK D AND F (DISTURBED AREA
\ DV
-
DV ��� A
\
EXISTING MANHOLE
UNDISTURBED AREA TO BYPASS THROUGH THE SITE.
PREVIOUSLY CONVEYED TO
FACILITY). CS1 a AND CS1 (SB1) TO
�, x
t %��,, '�
DV
l ry `
�. LOD 3s�,..;
o M
(PER KIRK HUGHES & ASSOC.
STAGE 2 GENERALLY CONSISTS OF THE FOLLOWING EROSION AND
SEDIMENT CONTROL MEASURES:
REMAIN IN PLACE THROUGHOUT
PHASE 2 E & S STAGES.
_' _
�Gj ��� `� DV S'I' � I
�� •. � ) GS3 '`
h
� x + �'•
BLOCK �
��
SURVEY)
EXISTING CONTOURS
5.) CONVERSION OF SEDIMENT TRAPS AND BASINS TO ROUGH GRADED
AS SITE ARE COMPLETED AND
- _
�\ / U2 SSF x
ST ♦�•
�'�
(PER KIRK HUGHES & ASSOC.
PERMANENT BMPS EARTHWORKS
ROADS, INFRASTRUCTURE AND RETAINING WALLS ARE INSTALLED.
BLOCK K 3s8.
�\\\
G� Y \"`
1 X
SURVEY)
NOTE THAT FINAL COMPLETION OF PERMANENT BMPS CONVERSION
SEQUENCING IS PROVIDED IN THE STORMWATER MANAGEMENT
ST
TSC I
1
PLANS (STAGE 3).
6.) REMOVAL OF TSC 5-7 AND CONSTRUCTION OF PERMANENT BRIDGE
STRUCTURES. CONVERSION OF TSC 3-4 TO PERMANENT CULVERTS.
PHASE 1 SEDIMENT BASIN SB1
UPSTREAM WATERSHED IS SHALL REMAIN IN PLACE UNTIL
Q` BLOCK F -
2Q `� \ GS1 '` \
TSC /
P� TSC #5
C
}
x #6
/ �- %
\�
--/
-\
EXISTING STREAM BUFFER
(PER ALBEMARLE COUNTY)
KEY PLAN
6.) REMOVAL OF SELECT DIVERSION DIKES AS STORM DRAINAGE
INFRASTRUCTURE IS INSTALLED.
RELOCATION OF TEMPORARY PERIMETER CONTROLS TO LOCATIONS
STABILIZED. ONCE STABILIZED, CEl #3 U,� SP
BLOCK y
RUNOFF FROM SB1 DRAINAGE x
�+ x
+ ( /
\.
SP
/
APPROXIMATE SOIL
BOUNDARIES
7.)
AREA SHALL BE DIRECTED TO
' x \ /
DV f�
\ \
THAT WILL REMAIN IN PLACE WHEN PHASE 2 DEVELOPMENT PLANS
ARE IMPLEMENTED.
8.) STABILIZATION OF THE SITE.
400.:" FOREBAY OF LEVEL 2 WET
POND (SEE PHASE 2
/ STORMWATER PLANS)
�. I \ e /
- / /
\ /
+ `
//
EXISTING HYDRIC SOIL
DV ( y,
//
(MANTEO CHANNERY SILT LOAM)
GENERAL CONSTRUCTION NOTES FOR CONVERSION OF/
�
��
�� .
BLOCKA \\�
I \ �,
� I x \
\•
•. •I••
`••
�••�..`••
EROSION AND SEDIMENT CONTROL MEASURES TO
STORMWATER MANAGEMENT FACILITIES
-
c
'� TSC \
/
/ I \4 \
;� IB
/
LOD SSF ��•'�
`••�••
%
PROPOSED DIVERSION DIKE
DV
1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN % OF MAXIMUM
95
+. t � DV
•'�• 3 >
�
DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL
MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A
GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION
PHASE 1 SEDIMENT TRAPS (HS1 ��
AND HS2a) IN BLOCK H TO
BLOCK / SB
/ SB1 I1 \
•/ •�••� �\
�� -� 370.E
/
A
CLEAN WATER DIVERSION
CWD
ISSUE
OF DAMS.
REMAIN IN PLACE FOR PHASE 2 /
CONSTRUCTION ACTIVITIES.
`,
• TSC
, ST } #7
DV
CRS
�
�j Ole \ �j
/�•• \
2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN
STORMWATER MANAGEMENT FACILITIES.
CONVERSION TO PERMANENT
\1 BMPS SHOWN ON PHASE 2
+ \ } 1 /
- _ - - -- D�7
lxi••
SEDIMENT BASIN SHALL BE CONSTRUCTED IN
I
x
PROPOSED SUPER SILT FENCE
SSF
REV #
DATE
DESCRIPTION
#1
3/2/18
PER COUNTY COMMENTS
STORMWATER MANAGEMENT / % 1 k (12)
3' FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE
CONVERTED TO PERMANENT STORMWATER MANAGEMENT FACILITIES;
CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED,
TSC /
4. PLANS + +a 344.c SSF /�
` #1 _� -� x� " . '// x -' x�
\_ + x + x / �*
)
LOCATION PROPOSED BMP (12/13) AND CONVERTED
UPON STABILIZATION OF CONTRIBUTING DRAINAGE
AREA
PROPOSED STOCKPILE WITH
PERIMETER CONTROLS (SILT
#2
4/16/18
PER COUNTY COMMENTS
AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION
CONTROL INSPECTOR.
j
', � _ � �♦
1 / x /
1; < CRS � � � 3.43.2 + \ I SSF I ST \
/ x J
\`
/
EXISTING POND SHALL BE DRAINED AND DE -WATERED PRIOR
TO ROUGH GRADING TO ATTAIN SEDIMENT BASIN DESIGN
FENCE)
SP
4. SELECT E&S MEASURES MAY BE IMPLEMENTED DURING PHASE 2
STAGE 1 CONSTRUCTION AND THEN MODIFIED DURING STAGE 2 (AND
`
ST /
`f� } w.E.+- I
357.oi , y 34o.9
\SSF / 35 . \
•
VOLUME. REMOVE SEDIMENT AND DEBRIS TO APPROVED
DISPOSAL FACILITY AND/OR DE -WATER ON SITE. MAINTAIN
OFF -SITE DRAINAGE AREA BYPASS IN EXISTING STREAM
(41
PROPOSED CONSTRUCTION
ENTRANCE
CE
3). PROPOSED TEMPORARY STREAM CROSSINGS ARE DESIGNED AND
SHALL BE IMPLEMENTED TO AVOID IMPACTS IN AREAS SHOWN AS
390
- -
/
�_%
"
f I i%'r\
�!� \�� SSF I
CWD
DURING STAGE 1 CONSTRUCTION. DIVERT STREAM CHANNEL
DURING CONSTRUCTION OF EMBANKMENT (AS SHOWN IN
PRESERVED ON THE PERMIT APPLICATION.
� 380 I x3ss. •
d
�I o
/ \ -J� DV
� \ \
y
` BLOCKJ(WEST) ��- y '
STAGE 2 EROSION AND SEDIMENT CONTROL PLAN).
IMPLEMENT STAGE 3 STORMWATER MANAGEMENT PLANS
1
PROPOSED
TEMPORARY
TSC
5. EXISTING ENTRANCES ALONG AND PARALLEL TO STEAMER DRIVE
SHALL BE MAINTAINED AND UTILIZED IN PHASE 2 AS NEEDED TO
ACCESS EXISTING STAGING AND STOCKPILE LOCATIONS.
382. `�3s3.
i<< ( +y'` /
``` \ 'S ,`
k/ __
I
•
AFTER CONTRIBUTING WATERSHED IS STABILIZED.
STREAM CROSSING
ENTRANCES HALL BE E EQUIPPED WITH TRUCK
6. CONSTRUCTION S QU W UC
WASH DOWN AREAS ADJACENT TO EXISTING ROADWAYS (I.E. STEAMER
DRIVE AND ROUTE 250)•
x r'2't
I
_ PHASE 1 SEDIMENT BASIN
- / TO REMAIN IN PLACE TO
, SSF
` x ��
� � w � ,, y y ,� � ST
�'� T�#2 ST \ 'yy ``
` �� _ /� �� _� C' \ BLOCK (EAST)
ST
T�
PROPOSED SEDIMENT TRAP
ST
T H 0
L F
���'A p
O Gl
7.) STREAM BUFFER LIMITS SHALL BE CLEARLY IDENTIFIED AND
MARKED IN THE FIELD WITH SUPER SILT FENCE.
TREAT BLOCK F & D (SIZED
ADEQUATELY IN PHASE 1)
_ - / DV \ y y y + DV
It % + ���W \ yy�y yy
/
PROPOSED SEDIMENT BASIN
S$
SCOTT C. BLOSSOM a
Lic. No. 40287
375.9
I \�
DV
` \ LOD
W
8.) PHASE 2 STAGE 2 EROSION AND SEDIMENT CONTROL PLANS DEPICT
ELEMENTS TO BE IN PLACE PRIOR TO CONVERSION TO PERMANENT
\ �66.8 360.5
373.2 J I x
\i'�
k `�,
` \+ •• \\
\
/ 355:7 /
PROPOSED CONSTRUCTION
CRS
OI
BMP FACILITIES AS SHOWN ON THE STORMWATER PLAN.
��0 x 364.5
-, 3 3 \ \� \70.3
•�
/. OUTFALL
` CWD / •i \ \
� s .
ROAD STABILIZATION
0 E
NAL
37�.� /�
\
9.) ALL EROSION AND SEDIMENT PERIMETER CONTROLS SHALL
REMAIN IN PLACE THROUGHOUT CONSTRUCTION ACTIVITIES AND
/i, _ "° h / �• \�\ \`•
MAINTAIN BASE FLOW / \
��
1
PROPOSED CONSTRUCTION
ACCESS ROUTE (USE DUST CONTROL
REMOVED ONLY WHEN FINAL SITE STABILIZATION IS ACHIEVED.
CHANNEL
/ \\
AND PROVIDE
\
2t,
PER VESCH 3.39)
Job No: 1005
Drawn By: BCE
N
FLANKING
BASINS/TRAPS
• �pHP � \ \
NOTE: ALL CLEAR WATER DIVERSIONS SHALL
\
\
TERMINATE INTO OUTFALL PROTECTION (CL 1 RIP
RAP MIN LENGTH 20 FT).
( /
\
PROPOSED BLOCK LIMITS
Date: 12.04.2017
Checked By: Scott C. Biossom. P.E.
MASTERPLAN
376.7
\
371.1 \
NOTE: ALL SILT FENCE AND SUPER SILT FENCE
386.4
\
SHALL BE A MINIMUM OF 5 FT FROM STREAM
NOTE:
\
BANKS.
SEE SHEET ES-
20 FOR PUMP AROUND DETAIL
SCALE: 1 INCH = 15o FEET
388.2 386.9 J`
3�0 372.4
37i.4 \\
372.3
\
\
SEE SHEET ES-17
FOR CONSTRUCTION ENTRANCE
DETAIL
01 150' 300' 450'
364.9 322.3
\
SEE SHEET ES-2o FOR TEMPORARY/PERMANENT
SEEDING DETAILS AND SPECIFICATIONSES
4a
s
CONTOUR INTERVAL- 2FT
I l'c
u
EROSION AND SEDIMENT CONTROL MASTERPLAN
�
-- -'
—
-
� - __
LEGEND
SUMMARY
'"
-
�'�,-
I
NOTE: ALL PERIMETER SILT FENCE
ADJACENT TO PRESERVED STREAM
FENCE
,� SUPER SILT F CHANNELS SHALL BE S E
\
PROPOSED PHASE 2 LIMITS
LOD
R I VAN NA VILLAGE:
EROSION A N D SEDIMENT
THIS PHASE 2 EROSION AND SEDIMENT CONTROL PLAN FOR RIVANNA
� ��
_ - _ -�
�
�-
�— �
- AS SHOWN ON DETAIL SHEET 18.
4,
OF DISTURBANCE (SITE)
VILLAGE IS DESIGNED TO PREVENT SEDIMENT LADEN RUNOFF FROM
BEING TRANSPORTED TO DOWNSTREAM RECEIVING WATERWAYS AND
- ,%
- ,-
_ -- �
� �'
`_ - SUPER SILT FENCE SHALL SERVE AS
CONTROL MASTERPLAN
IS PREPARED IN CONSIDERATION OF THOSE MEASURES SPECIFIED AND
i
�� TREE PROTECTION. SAFETY FENCE
SITE BENCHMARK
APPROVED ON THE PHASE 1 EROSION AND SEDIMENT CONTROL PLANS.
ALL MATERIALSAND L CONFORM
CAT RAND OSTANDARDS N METHODS SHALL
I I -
e SHALL BE INSTALLED INACCESSIBLE
- STAGE 1 CLEAN WATER DIVERSION AREAS NEAR THE EXISTING FIREHOUSE
��
(PER ROUDABUSH GALE AND
ASSOC. SURVEY)
AMENDMENT 1 AND PHASE II
CURRENT SPECIFICATIONS VDOT S3
OTHERWISE NOTED.
c no
`
SHALL BE CONVERTED
S
PERMANENT DRAINAGE SWALE AS
IF REQUESTED BY ALBEMARLE COUNTY
yyy
EXISTING WETLANDS
ALBEMARLE COUNTY, VIRGINIA
ALL EROSION AND SILTATION CONTROL MEASURES SHALL BE
\ _' \
SHOWN ON GRADING HEREIN AND
ON STORMWATER MANAGEMENT
INSPECTOR.
_
yyyyy�y'
(PER KIRK HUGHES & ASSOC.
SURVEY)
PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL
PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING
s
PLANS. REMOVE CWD ONLY AFTER ALL SUPER SILT FENCE SHALL BE
OR OTHER CONSTRUCTION.
'goo
CONTRIBUTING SITE
AREA IS STABILIZED AND
MAINTAINED AT A MINIMUM OF 5 FT
EXISTING
REAM
ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE
FROM STREAM BANKS.
RECEIVING PERMAMENET SWALE IS
STABILIZED
P R KIRK HUGHEL ES S & ASSOC.
SURVEY)
CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM
STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND
SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR
�'�S�
A VA
\ \ �\
EXISTING POND
(PER KIRK HUGHES & ASSOC.
62 -02 oo EROSION AND SEDIMENT CONTROL REGULATIONS.
5
PHASE 2 STAGE 2 SUPER SILT ,\ ��
\\\ SURVEY)
0 2A FENCE SHALL REMAIN IN PLACE ��\ \\ \\\
DURING INTERMEDIATE GRADING � � '
IN CONSIDERATION THAT PHASE 1 CONSTRUCTION ACTIVITIES WERE
INITIATED IN 2017, THIS PHASE 2 PLAN UTILIZES SELECT EROSION AND
O
`C
%
`.,,\
�_ �, \
V \
OF BMPS AND DURING FINAL �\ \\ \\\\� //� J
CONSTRUCTION OF BMPS (AS -
\\\�
-
APPROXIMATE
EXISTING TREE LINE
SEDIMENT CONTROLS THAT HAVE PREVIOUSLY BEEN CONSTRUCTED.
(PER KIRK HUGHES & ASSOC.
l DEPICTED ON THE STORMWATER \
SURVEY)
SPECIFICALLY, SEDIMENT BASINS LOCATED IN BLOCKS D, F AND H
TREAT PORTIONS OF PREVIOUSLY APPROVED BLOCK C AS WELL AS
PHASE 2 DEVELOPMENT IN BLOCKS D, F AND H. IN ADDITION,
SEDIMENT TRAPS PREVIOUSLY CONSTRUCTED IN PHASE 1 BLOCK H
I
/ \ y ��
BLOCK B yy yy
y y y
��
S
MANAGEMENT PLANS). SUPER SILT
FENCE SHALL BE REMOVED ONLY \ \\�
\ \�
WHEN THE UPSTREAM \ \
CONTRIBUTING WATERSHED AND \\ \
\
EXISTING ROAD
PER KIRK HUGHES & ASSOC.
BCE
WILL REMAIN IN PLACE TO TREAT PROPOSED PHASE 2 DEVELOPMENT
WITHIN BLOCK H. EXISTING PHASE 1 STOCKPILE AREAS AND��
� " y
BMPS ARE STABILIZED. \
SURVEY)
Blossom Consulting and Engineering Inc.
CONSTRUCTION ENTRANCES (CE 1 & CE2) MAY ALSO BE USED IN
CONJUNCTION WITH PHASE 2 CONSTRUCTION.
—
- -- _
w r
J
EXISTING FENCE
(PER KIRK HUGHES & ASSOC.
SURVEY)
1101 Professional Drive, Suite G
Williamsburg VA 23185
p: 757-870-4825
THIS PHASE 2 EROSION AND SEDIMENT CONTROL PLAN CONSISTS OF
TWO (2) STAGES. STAGE 1 GENERALLY CONSISTS OF THE INSTALLATION
OF THE FOLLOWING MEASURES:
\\ yy
- _:
;i - �..
J
� _. � �
EXISTING BUILDING
(PER KIRK HUGHES & ASSOC.
1.) PERIMETER CONTROLS (I.E. SILT FENCE, SUPER SILT FENCE AND
�
� � I1
'+► \ y (\\ `,`
�., ` 1
SURVEY)
SURVEY )
°
�. j
SAFETY FENCE)
2.) CONSTRUCTION ENTRANCE (CE1 AND CE2 (EXISTING), CE3 AND CE 4
(PROPOSED PHASE 2)) AND TEMPORARY STREAM CROSSINGS (TSC #3-7).
o
P '
'l
\ - -
. " .
��,
��
���: oP
Ts \ •.
•• \ \
-a �
EXISTING POWER POLE
(PER KIRK HUGHES & ASSOC.
SEDIMENT TRAPS AND BASINS SIZED TO TREAT CONTRIBUTING SUB
' `,\
SURVEY)
3.)
WATERSHED WITH PROPOSED DISTURBANCE.
4.) DIVERSION DIKES AND RIGHT OF WAY DIVERSIONS DESIGNED TO
BLOCKS \ �yy P �•.�
,
� �" '� �
••4%T
I '
+ •• \
���, •• -� ,
/
C-S)
EXISTING SIGN
(PER KIRK HUGHES & ASSOC.
CONVEY RUNOFF FROM DISTURBED AREAS TO PROPOSED STRUCTURAL
EROSION AND SEDIMENT CONTROL MEASURES (I.E. TRAPS AND
BLOCK
y
y � �
o f �., sLocxc
-
•`
•• �4r --
���
P ��� ��eo. {
� /
, P ••�
SURVEY)
BASINS) WHILE ALLOWING 'CLEAN WATER' FROM OFF SITE
UNDISTURBED AREA TO BYPASS THROUGH THE SITE.
/\ `�
/ \
" ; Ts " (
y '; P _ •• I P „
P ;+b, P
/�\+
•
EXISTING E MANHOLE
i
P �^
o
R KIRK K HUGHES & ASSOC.
STAGE 2 GENERALLY CONSISTS OF THE FOLLOWING EROSION AND
SEDIMENT CONTROL MEASURES:
*W yy yy "`
y ��w�
yy �y y Ts P �\ -
"� �J I y y y y s
;- '� ss 0�
�oP �/I Ts - I
. \; Ts J
P
SURVEY)
5.) CONVERSION OF SEDIMENT TRAPS AND BASINS TO ROUGH GRADED
-_ _
\� �\ y yy yy�
\/ y y Ps it
I BLOCK �\/, ' IP\.\
BM
EXISTING CONTOURS
(PER KIRK HUGHES & ASSOC.
PERMANENT BMPS AS SITE EARTHWORKS ARE COMPLETED AND
ROADS, INFRASTRUCTURE AND RETAINING WALLS ARE INSTALLED.
\ �. BLocxx
.,
\ �•
\ y y
i�.� �
�f
Q
oP
°
��
SURVEY)
NOTE THAT FINAL COMPLETION OF PERMANENT BMPS CONVERSION
SEQUENCING IS PROVIDED IN THE STORMWATER MANAGEMENT
O ?
/
Q` BLOCK F s y oP / IP
i oP �/ P
,,
P
fj
�
/ 1/
EXISTING STREAM BUFFER
PLANS (STAGE 3).
6.) REMOVAL OF TSC AND CONSTRUCTION OF PERMANENT BRIDGE
,
2Q , � � , _
- - _ _ ,
��\
- + j
i
(PER ALBEMARLE COUNTY)
5-7
STRUCTURES. CONVERSION OF TSC 3-4 TO PERMANENT CULVERTS.
.,-�
P \ .�
Ts + ;, T
, _\
KEY PLAN
6.) REMOVAL OF SELECT DIVERSION DIKES AS STORM DRAINAGE
INFRASTRUCTURE IS INSTALLED.
J \
�'
BLOCK
5 °
+
P f \� \
APPROXIMATE SOIL
BOUNDARIES
7.) RELOCATION OF TEMPORARY PERIMETER CONTROLS TO LOCATIONS
THAT WILL REMAIN IN PLACE WHEN PHASE 2 DEVELOPMENT PLANS=`
ARE IMPLEMENTED.
3°
\
IP
\ P y
P y BM
oP P i_63
s.-; ,�.'`
♦ ®
J Ts 'z
8.) STABILIZATION OF THE SITE.
_moo
\
P
-i o
+
Ts P
� P _ ��:
/ . •'.'
_
� � �
P \ ' ' �� `• }
�
//
EXISTING HYDRIC SOIL
(MANTEO CHANNERY SILT LOAM)
GENERAL CONSTRUCTION NOTES FOR CONVERSION OF
�
OCKA
�' IP ''
\
P �" . RR OP ""SIP ••� •�•.
••
IP
PROPOSED STORM DRAIN (SEE
SITE PLANS BY ALAN
EROSION AND SEDIMENT CONTROL MEASURES TO
STORMWATER MANAGEMENT FACILITIES
1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM
, ��
�� �� / ` A.�
BLOCK
Pv'I
'I (�\\� �'�
.••�.. +��'•�
�•• �'
� tl
FRANKLIN P.E.)0**#*
DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL
MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A
GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION
�
, -
/
P ��\ /
P / m �� / /
<< \ `,\
\\ l _
;, ®•r
��o •,�I
CWD
PROPOSED CLEAN WATER
DIVERSION
ISSUE
OF DAMS.
2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN
STORMWATER MANAGEMENT FACILITIES.
RR RR oP 50 oP \ \ /
/
o `�>
I
PROPOSED SUPER SILT FENCE
SSF
REV #
DATE
DESCRIPTION
3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE
/
oIP
°
0
P RR y �/
-► oP BM °P y ' , �!
O
\\ \ k Ts ; IP
RR \\ // /
P
x
#1
3/2/18
PER COUNTY COMMENTS
#2
4/16/18
PER COUNTY COMMENTS
CONVERTED TO PERMANENT STORMWATER MANAGEMENT FACILITIES
CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED,
/
y
�%= J
/ ��� ///
�
�� �� IP
40
3\yoP
P -
PROPOSED OUTFACE
PROTECTION
OP
AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION
CONTROL INSPECTOR.
�/ �� t
SELECT E&S MEASURES MAY BE IMPLEMENTED DURING PHASE 2
PHASE 2 STAGE 2 SUPER SILT `
IP '/` /
IP /
_ CDs •
�' s CID
IP
PROPOSED INLET
4'
STAGE 1 CONSTRUCTION AND THEN MODIFIED DURING STAGE 2 (AND
3)• PROPOSED TEMPORARY STREAM CROSSINGS ARE DESIGNED AND
FENCE SHALL REMAIN IN PLACE
DURING INTERMEDIATE GRADING
OF BMPS AND DURING FINAL
• < =` / ��
o
I co r
��
IP
-
PROTECTION
SHALL BE IMPLEMENTED TO AVOID IMPACTS IN AREAS SHOWN AS
PRESERVED ON THE PERMIT APPLICATION.
CONSTRUCTION OF BM (
PS AS
DEPICTED ON THE STORMWATER
MANAGEMENT PLANS). SUPER SILT
` TS ` BM I ' IP ,
\� �� =�
: Ts ,; a a \ P
BLOCK J(WEST) °y OP i _ "IP ��
-�
% \
\\� J
PROPOSED
INTERMEDIATE BMP
GRADING (STAGE 2 E&S)
5. EXISTING ENTRANCES ALONG AND PARALLEL TO STEAMER DRIVE
SHALL BE MAINTAINED AND UTILIZED IN PHASE 2 AS NEEDED TO
FENCE SHALL BE REMOVED ONLY
P \ 1-1
O� r
��� �
�\
ACCESS EXISTING STAGING AND STOCKPILE LOCATIONS.
6. CONSTRUCTION ENTRANCES SHALL BE EQUIPPED WITH TRUCK
WHEN THE UPSTREAM
CONTRIBUTING WATERSHED AND
BMPS ARE STABILIZED.
� � r• ,�./ �,_ ���
'" �� y oP RR ,Y y� __
// � y s 1 cD \ ," ;
/ 3 �o y yy yy cD \
-0
,%
?'
PS
PERMANENT
STABILIZATION
{ ALT H OF
WASH DOWN AREAS ADJACENT TO EXISTING ROADWAYS (I.E. STEAMER
DRIVE AND ROUTE 250).
•� , \ ', ;�� ` S 3g8 y yy yy y\ d" y \ PS 1
OP \„ ` y y y y BM BLOCK J (EAST)
O y y y y y
t yy y*yy
P
O
7.) STREAM BUFFER LIMITS SHALL BE CLEARLY IDENTIFIED AND
MARKED IN THE FIELD WITH SUPER SILT FENCE.
TS
F' �(- BM
OP yy yy yy OP
yyy, \ .y \ i
\ -
1
TEMPORARY
STABILIZATION
SCOTT C. BLOSSOM —
a
Lic. No. 40287
•
OP
/
e
8.) PHASE 2 STAGE 2 EROSION AND SEDIMENT CONTROL PLANS DEPICT
ELEMENTS TO BE IN PLACE PRIOR TO CONVERSION TO PERMANENT
/ \
: P `` ' \
/ .•��• \
OUTFALL
CLEAN WATER DIVERSION (CWD) �o
INSTALLED DURING STAGE 1 SHALL
REMAIN IN PLACE UNTIL THE
�_
-_
PROPOSED SEEDING
� w
��' �w
ZONAL
BMP FACILITIES AS SHOWN ON THE STORMWATER PLAN.
: �.•� \
.
DOWNSTREAM BMPS ARE
$Nj
AND EROSION CONTROL
MATTING\
9.) ALL EROSION AND SEDIMENT PERIMETER CONTROLS SHALL
REMAIN IN PLACE THROUGHOUT CONSTRUCTION ACTIVITIES AND
\
G� \
COMPLETED AND STABILIZED AS
DEPICTED ON STORMWATER
REMOVED ONLY WHEN FINAL SITE STA I IZATION IS ACHIEVED.
STAGE 1 CLEAN WATER DIVERSION
SHALL BE CONVERTED TO
•� �O
21 P
\ \
MANAGEMENT PLANS
3so
��.
PROPOSED BLOCK LIMITS
N
PERMANENT DRAINAGE SWALE AS
`
\
Job No: 1005
Drawn By: BCE
SHOWN ON GRADING HEREIN AND
ON STORMWATER MANAGEMENT
PLANS. REMOVE CWD ONLY AFTER
\
\ \
Date: 12.04.2017
Checked By: Scott C. Blossom, P.E.
11
MASTERPLAN
UPSTREAM CONTRIBUTING SITE
\ \
AREA IS STABILIZED AND,
RECEIVING PERMAMENET SWALE IS
STABILIZED
V� \
SCALE: 1 INCH = 15o FEET
\
\
\
`
r
of 150 300 450
\`
ES
CONTOUR INTERVAL = 2FT
�
u
u
DIVERSION CHANNEL GS3
CALCULATIONS:
RATIONAL METHOD, Q = aA
C = 0.50 (ROUGH BARE SOIL)
NOTE: SILT FENCE SHALL NOT BE %� \ NOTE: ALL CLEAR WATER DIVERSIONS SHALL
LEGEND
USING PLATES 5-1 AND 5-2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK,
INSTALLED ACROSS SPILLWAYS. l TERMINATE INTO OUTFALL PROTECTION (CL 1 RIP
R I VAN NA VILLAGE:
Tt OVERLAND WITH LENGTH OF 100 FT AND SLOPE OF 0.06 - 0.012 HOURS
Tt SHALLOW WITH LENGTH OF 356 FT AND SLOPE OF 0.068 = 0.024 HOURS
To - 0.036 HOURS - 2.15 MINUTES
- RAP MIN LENGTH 20 FT).
EROSION AND SEDIMENT
USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER (http://hdsc.nws.noaa.gov/hdsc/pfdsn,
10 MINUTE 2-YR i - 3.981NCHES/HOUR
/ ` /
` NOTE: ALL SILT FENCE AND SUPER SILT FENCE
PROPOSED LIMITS
♦♦
OF DISTURBANCE
CONTROL PLAN
10 MINUTE 10-YR i - 5.25 INCHES/HOUR
A =1 .21 ACRES
, ? SHALL BE A MINIMUM OF 5 FT FROM STREAM
2-YR PEAK FLOW - 0.50 x 3.98 x 1.21 - 2.4 CFS
10-YR PEAK FLOW = 0.50 x 5.25 x 1.21 = 3.2 CFS
SLOPE OF PROPOSED CHANNEL - RISE / RUN - 16 FT/ 578.5 FT - 0.028
/ BANKS.
/ `
/ SITE BENCHMARK
(PER ROUDABUSH, GALE AND
AMENDMENT 1 AND PHASE 11
USING PLATE 5-2 OF MINIMUM FLOW AREA(AE) - QGINIA EROSION
2.75 ANDSEDIMENT
SOFT NT CONTROL HANDBOOK, V = 2.75 FT/S
/ NOTE: ALL PERIMETER SILT FENCE ADJACENT
ASSOC. SURVEY)
ALBEMARLE COUNTY, VIRGINIA
DESIGN DEPTH (d) = 2 FT
DESIGN BOTTOM WIDTH (b) = 4 FT
T PRESERVED STREAM CHANNELS HALL BE
EXISTING WETLANDS
GIVEN 2:1 SIDE SLOPE, e = z FT x a = z FT x z = 4FT
Z = e / d = 4 FT / 2 FT = 2
-F SUPER SILT FENCE AS SHOWN ON DETAIL 4,
\ `
y
yy (PER KIRK HUGHES & ASSOC.
TRAPEZOIDAL CHANNEL CROSS -SECTIONAL AREA (A) _ (b x d) + [Z x (d ^ 2)]
_ (4 FT x 2 FT) + [2 x ((2 FT) ^ 2)] = 16 SOFT
TRAPEZOIDAL CHANNEL TOP WIDTH - b d Z) - 4 FT 2 FT 2) - 12 FT
\ SHEET 18.
\ BYPASS OFF -SITE \ ' \
DRAINAGE AREA TO `
yy , SURVEY)
+ (2 x x + (2 x x
TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R) _ {(b x d) + [Z x (d ^ 2)]} / {b + {(2 x d x [((Z^ 2) + 1)^ (1/2)])l
NOTE: ALL CLEAR WATER DIVERSIONS SHALL
EXISTING STREAM / X
EXISTING
{(4 x 2) + [2 x (2 ^ 2)]} / {4 + {(2 x 2 x [((2 ^ 2) + 1) ^ (1 /2)])l
FT
�-.` / CHANNEL (CLEAR WATER 00.6 ` TERMINATE INTO OUTFALL PROTECTION (CL 1
/
STREAM CHANNEL LIMITS
.23
CHANNEL LINING = VEGETATED WITH EC-2 TYPE AIMATTING,
PERMISSIBLE VELOCITY OF 0.0-4.0 FT/S
3 7 SHEET 17) \ DIVERSION (SEE DETAIL #9 \' ` RIP RAP MIN LENGTH 20 FT).
\
-y (PER KIRK HUGHES & ASSOC.
SURVEY)
(VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 57)
(http://www.virginiadot.org/business/resources/Materials/Approved_Lists.pdf)
USING TABLE 5-13 OF THE VESCH, RETARDANCE CLASSIFICATION = C
`
EXISTING POND
I (PER KIRK HUGHES & ASSOC.
USING PLATE 5-29 OF THE VESCH, ROUGHNESS COEFFICIENT (n) = 0.046
MAX CAPACITY FLOW = (1.49 / n) x [R ^ (2/3)] x [S ^ (1 /2)] x A = (1.49 / 0.046) x [1.23 ^ (2/3)] x [0.028 ^ (1 /2)] x 16
/
\ SURVEY)
= 99.6 CFS
/ 1 • ` DA Goff)
-
MAX CAPACITY VELOCITY = (1.496z/n) x [R ^ (2/3)] x [S ^ (1 /2)] = (1.49 / 0.046) x [1.23 ^ (2/3)] x [0.04 ^ (1 /2)]
� • •
/ 2.16 AC
�� APPROXIMATE
DIMENSIONS:
MINIMUM BOTTOM WIDTH = 4 FT
`
\ �; • • /
� EXISTING TREE LINE
(PER KIRK HUGHES & ASSOC.
MINIMUM DEPTH = 2 FT
MINIMUM SIDE SLOPE = 2.1
\ `•
SURVEY)
AVERAGE CHANNEL SLOPE - 0.028
LINING = VEGETATED WITH EC-2 (TREATMENT TYPE 1 MATTING)
•
_ -
� • ��% � ��Il-� OP
�`
/ EXISTING ROAD
(PER KIRK HUGHES & ASSOC.
C
DIVERSION CHANNEL GS1
CALCULATIONS:
•� UTILIZE TEMPORARY BRIDGE STREAM CROSSING TO SPAN
�/ • ` STREAM AND AVOID IMPACTS TO JURISDICTIONAL WATERS OF
SURVEY)
Blossom Consulting and Engineering Inc.
RATIONAL METHOD, Q = CIA
C = 0.50 (ROUGH BARE SOIL)
USING PLATES 5-1 AND 5-2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK,
Tt OVERLAND WITH LENGTH OF 100 FT AND SLOPE OF 0.15 = 0.008 HOURS
�� • THE U.S. PERMANENT BRIDGE STRUCTURE DESIGN PROVIDED
(
`• ' ,' `♦ UNDER SEPARATE COVER) TO BE INSTALLED IN STAGE 2 AND/OR
IN STAGE 3 AS DEPICTED ON STORMWATER MANAGEMENT PLANS.
+ EXISTING FENCE
(PER KIRK HUGHES & ASSOC.
1101 Professional Drive, Suite G
Williamsburg VA 23185
g
p: 757-870-4825
Tt SHALLOW WITH LENTH OF 522 FT AND SLOPE OF 0.031 = 0.051 HOURS
•
`♦
Tc = 0.060 HOURS = 3.58 MINUTES
USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER (http://hdsc.nws.noaa.gov/hdsc/pfdsn,
/
\. �/ \ 4* • '
SURVEY)
10 MINUTE 2-YR i i 3.98 INCHES/HOUR
10 MINUTE 10-YR i = 5.25 INCHES/HOUR
A ACRES ACRES 2.46 ACRES
♦,mil \ `�
"L I' '
`, y[ • •
EXISTING BUILDING
(PER KIRK HUGHES & ASSOC.
=2.17 + 0.29 =
2-YR PEAK FLOW = 0.50 x 3.98 x 2.46 = 4.9 CFS
♦ DA GS3
♦ �� •
SURVEY)
�L
\ '
10-YR PEAK FLOW = 0.50 x 5.25 x 2.46 = 6.5 CFS
SLOPE OF PROPOSED CHANNEL - RISE / RUN - 19 FT / 658 FT - 0.029
USING PLATE 5-2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, V = 2.75 FT/S
k •
0.29 AC '
A \ �♦ �'\ �� ♦ •
`
♦ •, ■
`•
I
�� /
\ \
MINIMUM FLOW AREA (A) - Q / V - 7.2 / 2.75 - 2.62 SOFT
DESIGN DEPTH (d) = 2 FT
`
`�
• 1
. /
EXISTING CONTOURS
(PER KIRK HUGHES & ASSOC.
DESIGN BOTTOM WIDTH (b) = 4 FT
GIVEN 2:1 SIDE SLOPE, e = 2 FT x d = 2 FT x 2 = 4 FT
% \ ♦ `� / ` `•
` • `
c
SURVEY)
Z=e/d=4FT/2FT=2
^
/ `� ` \ `
■ • I
TRAPEZOIDAL CHANNEL CROSS -SECTIONAL AREA (A) _ F (b x d) + [Z x (d
2)]
- (4 FT x 2 FT) + [2 x ((2 n ^ 2)] = 16 SOFT
TRAPEZOIDAL CHANNEL TOP WIDTH - b + (2 x d x Z) - 4 FT + (2 x 2 FT x 2) - 12 FT
• ■� k
\ +
% �\ k \-\ `♦ `
EXISTING STREAM BUFFER
TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R) _ {(b x d) + [Z x (d ^ 2)]} / {b + {(2 x d x [((Z 2) + 1) (1/2)]}}
- {(4 x 2) + [2 x (2 2)]} / {4 + {(2 x 2 x [((2 2) + 1) (1 /2)]}}
\ S%11 �
�+ • • �
(PER ALBEMARLE COUNTY)
V
- 1.23 FT/
CHANNEL LINING =VEGETATED WITH EC-2 TYPE AMATTING,
PERMISSIBLE VELOCITY OF 0.0-4.0 FT/S
V
�i�� `! �\ r `•
`
\ `•
QJ
-
(VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 57)
(http://www.virginiadot.org/business/resources/Materials/Approved_Lists.pdf)•
USING TABLE 5-13 OF THE VESCH, RETARDANCE CLASSIFICATION = C
USING PLATE 5-29 OF THE VESCH, ROUGHNESS COEFFICIENT = 0.046
` ` •
/ ♦ ; ` \ W • `
PROPOSED DIVERSION DIKE DV
'>
(n)
MAX CAPACITY FLOW - (1.49 / n) x [R ^ (2/3)] x [S ^ (1 /2)] x A - (1.49 / 0.046) x [1.23 ^ (2/3)] x [0.029 ^ (1 /2)] x 16
- 101.3CFS
MAX CAPACITY VELOCITY - (1.49 / n) x [R ^ (2/3)] x [S ^ (1 /z)] _ (1.49 / 0.046) x [1.23 ^ (2/3)] x [0.029 ^ (1 /2)]
♦
\
BLOCK E '•
\ ♦� �x �� `�-
\ J
-=�-'
- -
=
DIMENSIONS: 6.33 FT/S
• •
1/ �� r �- �; ♦
�
PROPOSED CLEAR WATER
CWD
KEY PLAN
- 4FT MINIMUM BOTTOM WIDTH -
MINIMUM DEPTH - 2 FT
MINIMUM SIDE SLOPE = 21
- � � _ ♦ f •
� �
.l MAINTAIN DIVERSION DIKES FROM PHASE 1 `'' `�\ ` t•
DIVERSION
AVERAGE CHANNEL SLOPE = 0.029
= VEGETATED WITH EC-2 (TREATMENT TYPE 1 MATTING)
��
�� \ EROSION AND SEDIMENT CONTROL PLANS IN PLACE ♦ f ` ` 4.LINING
DURING GRADING AND CONSTRUCTION ACTIVITIES ` � DA GS4 , ` J C�
` �J
;s ® ASSOCIATED WITH BLOCK D AND F. DIVERSION ♦ �\ BLOCK G '
PROPOSED SUPER SILT FENCE SSF
x
RIGHT-OF-WAY DIVERSION GS4
CALCULATIONS:
DA GS3 0.61 AC •
? LEADS TO SEDIMENT BASIN CS 2 TO REMAIN IN ♦ +
PLACE DURING PHASE 2 CONSTRUCTION ACTIVITIES. 0.92 AC
RATIONAL METHOD, Q = CiA
C = 0.26 (MIXED LANDUSE)•
USING PLATES 5-1 AND 5-2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK,
■ SEDIMENT BASIN CS2 SHALL BE CONVERTED TO ♦♦ ♦�
f
FOREBAY OF BMP 11 AS SPECIFIED IN STAGE 2 ` ` ` � . �
EROSION AND SEDIMENT CONTROL PLANS AND
PROPOSED STOCKPILE WITH
SP
Tt OVERLAND WITH LENGTH OF 100 FT AND SLOPE OF 0.066 = 0.208 HOURS
Tt SHALLOW WITH LENGTH OF 111 FT AND SLOPE OF 0.072 = 0.007 HOURS
ASSOCIATED STORMWATER MANAGEMENT PLANS
PERIMETER CONTROLS
Tt CHANNEL WITH LENGTH OF 565.6 FT AND SLOPE OF 0.053 = 0.016 HOURS
(STAGE 3) ` I'
Tc - 0.232 HOURS - 13.91 MINUTES
USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER (http://hdsc.nws.noaa.gov/hdsc/pfdsn,,
10 MINUTE 2-YR i - 3.98 INCHES/HOUR..
T / ■ y( _ x
`
\ `
PROPOSED CONSTRUCTION
CE
10 MINUTE 10-YR i -5.25 INCHES/HOUR
A -2.77 ACRES
2-YR PEAK FLOW = 0.26 x 3.98 x 2.77 = 2.87 CFS
\ \
II
MAINTAIN CONSTRUCTION ACCESS AND EXTEND
CONSTRUCTION ENTRANCES FROM PHASE 1 f `f ` \ 3 7 x
ENTRANCE
10-YR PEAK FLOW = 0.26 x 5.25 x 2.77 = 3.78 CFS
SLOPE OF PROPOSED CHANNEL RISE / RUN - 28 FT / 653 FT - 0.043
USING PLATE 5-2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, V = 3.3 FT/S
\ ■
EROSION AND SEDIMENT CONTROL PLANS DURING 1 ■ �_ �� �l �l DV
`
GRADING AND CONSTRUCTION ACTIVITIES DV ` O ` ` I'
3 � �,, O
` PROPOSED
TSC
MINIMUM FLOW AREA (A) = Q / V = 3.8 / 3.3 = 1.15 SF
DESIGN DEPTH (d) = 2 FT
ASSOCIATED WITH PHASE 2. CE2 SHALL BE UTILIZED f
//j \ SF ` ` x'
UNTIL CE 3 AND CE 4 ARE IN PLACE AND SITE ` F ,c
1 TEMPORARY
STREAM CROSSING
ISSUE
DESIGN BOTTOM WIDTH (b) = 4 FT
GIVEN 2:1 SIDE SLOPE, e = 2 FT x d = 2 FT x 2 = 4 FT
CONTRACTOR DE -MOBILIZES FROM PHASE 1 SITE S \ �( �/ �/ ` I
/ + OP
✓/ AREAS. f 1
Z-e/d-4FT/2FT-2
TRAPEZOIDAL CHANNEL CROSS -SECTIONAL AREA (A) _ (b x d) + [Z x (d ^ 2)]
7 / + SSF
{� 6,� ( \ �T x■
/ \ " g 7 ` \� ` O
! V .^;, �/ �/
��
/ i
PROPOSED SEDIMENT TRAP
_ (4 FT x 2 FT) + [2 x ((2 FT)-2)] = 16 SOFT
TRAPEZOIDAL CHANNEL TOP WIDTH = b + (2 x d x Z) = 4 FT + (2 x 2 FT x 2) = 12 FT
TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS ^ 2)]} ^ 2) 1) ^
\1
+
/ // \ DA GS1 ` /
� �� � � / �
��
REV #
DATE
DESCRIPTION
(R) _ {(b x d) + [Z x (d / {b + {(2 x d x [((Z + (1 /2)]}}
_ {(4 x 2) + [2 x (2 ^ 2)]} / {4 + {(2 x 2 x [((2 ^ 2) + 1) ^ (1 /2)]}}
�'
2.17 AC + x s
Q
#1
3/2/18
PER COUNTY COMMENTS
= 1.23 FT
CHANNEL LINING = VEGETATED WITH EC-2 TYPE A MATTING,
k I
/ \ \ I , ` / SP l 1 /
/O PROPOSED SEDIMENT BASIN ,SB
#2
4/16/18
PER COUNTY COMMENTS
PERMISSIBLE VELOCITY OF 0.0 4.0 FT/S`,-
(VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 57)
-
;. ` / I, ` I
(http://www.virginiadot.org/business/resources/Materials/Approved_Lists.pdf)
USING TABLE 5-13 OF THE VESCH, RETARDANCE CLASSIFICATION = C
11! sQ /
/ / \ J u \ �/ �/ SSF--
I
USING PLATE 5-29 OF THE VESCH, ROUGHNESS COEFFICIENT (n) = 0.046
MAX CAPACITY FLOW = (1.49 / n) x [R ^ (2/3)] x [S ^ (1 /2)] x A = (1.49 / 0.046) x [1.23 ^ (2/3)] x [0.043 ^ (1 /2)] x 16
123.4 CFS
, `
/�/ 1� 1� 1� ` f \ \ / 1 ` OP x
s \ / I \ T / O
i PROPOSED CONSTRUCTION /� w
( CRS
=
MAX CAPACITY VELOCITY = (1.49 / n) x [R ^ (2/3)] x [S ^ (1 /2)] _ (1.49 / 0.046) x [1.23 ^ (2/3)] x [0.043 ^ (1 /2)]
= 7.7 FT/S
DIMENSIONS:
� ; .�- x
DV x
\ t / ', ,� f _ _ SEDIMENT TRAP GS3
/ `r• \ i it `
ROAD STABILIZATION
MINIMUM BOTTOM WIDTH = 4 FT/
\ / / \ ,
x /
PROPOSED CONSTRUCTION
MINIMUM DEPTH = 2 FT
MINIMUM SIDE SLOPE = 2:1
- ;, + SSF
7 CE2 ,` y lO x
( ) ACCESS ROUTE (USE DUST AR
AVERAGE CHANNEL SLOPE = 0,043
LINING =VEGETATED WITH EC-2 (TREATMENT TYPE 1 MATTING)
\
/ 1L/
DV >/
",, \ i � / ' \ ` x
\ CONTROL PER VESCH 3.39)
SEDIMENT TRAP GS1
CALCULATIONS:
\ l / a BLOCK F f ` / X
\ ` /
`\`
PROPOSED BLOCK LIMITS
/
DA 2.17 ACRES + 0.29 ACRES = 2.46 ACRES
REQUIRED STORAGE = 134 CY PER ACRE = 329.6 CY = 8,900.3 CF
s °'
\ \ ' \ \ / ' �. +
IF VOLUME 1 = 0.85 x NORMAL POOL SURFACE AREA x WET DEPTH,
F`U TSC
#5
THE REQUIRED NORMAL POOL SURFACE AREA = 4,450 CF / (0.85 x 4 Fl) = 1,308.9 SF
IF VOLUME 2 = [(NORMAL POOL SURFACE AREA + CREST SURFACE AREA) / 2] x DRY DEPTH
� \ / , � S� � >%/ y, /�� ,S^ ��,' / • � a � '` /
/ / �\\Y 2,,,: ;, / ST
LTH OF
A D
THE REQUIRED CREST SURFACE AREA = [2 x (4,450 SF / 2 FT)] - 1,155.8 SF = 3,294 SF
MINIMUM FLOW PATH LENGTH = 70 FT\
EFFECTIVE WIDTH = NORMAL POOL SURFACE AREA / LENGTH = 1,155.8 / 70 = 16.5 FT
MINIMUM LENGTH TO WIDTH RATIO = LENGTH / EFFECTIVE WIDTH = 70 / 16.5 = 4:1
/j< \ / "" / \ ` S1
354.5 �j 112-1
�' / �\ PHASE 1 DIVERSIONS TO REMAIN IN \� \ ` ` +
SCOTT C. BLOSSOM
DIMENSIONS:
/ \
' PLACE FOR PHASE 2 STAGE 1 E&S . \ \ \ / SC `
�j a % \
/
a
Lic. No. 40287
NORMAL POOL SURFACE AREA = 1,156 SF, ELEVATION = 350
MINIMUM FLOW PATH LENGTH = 70 FT
\ 41
As }
Yd
w�
MINIMUM EXCAVATION DEPTH = 4 FT, BOTTOM ELEVATION = 346
WET BANK HEIGHT = 4 FT, WEIR ELEVATION = 350
/ \ \ 3s
/'�` "
N
I S �04�
OVAL
MINIMUM BERM TOP WIDTH = 3 FT
BERM HEIGHT = 2 FT, ELEVATION = 352
�/ \ _
\� \
MINIMUM WEIR LENGTH = 6 x DA 6 x 2.17 = 13.o FT
MINIMUM EXCAVATION SIDE SLOPE = 2:1
BLOCK D
MINIMUM EMBANKMENT SIDE SLOPE = 3:1
CE1 n s x \
• '\ SSF Op �+
/� / '
\-\ \ � x
r. +
Job No: 1005
Drawn By: BCE
SEDIMENT TRAP GS3
CALCULATIONS:
/ �`` s \\ x ,� \ \
% X
Date: 12.04.2017
Checked By: Scott C. Blossom, P.E.
DA = 1.21 ACRES
REQUIRED STORAGE = 134 CY PER ACRE = 162.1 CY = 4,382.2 CF
\ f +
�FN;a= ' \
% a
E&S STAGE 1: BLOCK G
IF VOLUME 1 = 0.85 x NORMAL POOL SURFACE AREA x WET DEPTH,
THE REQUIRED NORMAL POOL SURFACE AREA 2,191.1 CF 4 FT644.4 SF
,, UTILIZE STREAM CROSSING TO CROSS STREAM (IMPACTS TO SEDIMENT TRAP GS111/
/ \
` / j JURISDICTIONAL WATERS OF THE U.S. PREVIOUSLY \ I
O)
♦
= / (0.85 x =
IF VOLUME 2 = [(NORMAL POOL SURFACE AREA + CREST SURFACE AREA) / 2] x DRY DEPTH
THE REQUIRED CREST SURFACE AREA = [2 x (2,191.1 CF / 2 FT)] - 644 SF = 1,547 SF
MINIMUM FLOW PATH LENGTH = 40 FT
\ s
♦ / PERMITTED AND MITIGATED FOR UNDER SEPARATE COVER \ \ 1 x
, )
(SEE DETAIL 7SHEET 18 FOR TSC CULVERT SIZING). (off \ I SCALE:
♦♦ \ >
1 INCH = 5o FEET
-
EFFECTIVE WIDTH = NORMAL POOL SURFACE AREA / LENGTH = 644 / 40 - 16.1 FT
\
MINIMUM LENGTH TO WIDTH RATIO = LENGTH / EFFECTIVE WIDTH = 2.51
DIMENSIONS:
SEE '
/ TYPICAL DETAIL FOR SEDIMENT TRAP AS STAGE 1 SSF
v ♦ \ / /
NORMAL POOL SURFACE AREA = 644 SF, ELEVATION = 356
MINIMUM FLOW PATH LENGTH = 40 FT
♦ GRADING IS NOT DEPICTED ON ES-7 CROSS SECTION
I
`k. 0�
501 100200,
MINIMUM EXCAVATION DEPTH = 4 FT, BOTTOM ELEVATION = 352
WET BANK HEIGHT - 4 FT, ELEVATION - 356
♦♦ ` /5.5 .
/ CONTOUR
INTERVAL = 2 FT
MINIMUM BERM TOP WIDTH = 3 FT
`\
I
BERM HEIGHT = 2 FT, ELEVATION = 358
MINIMUM WEIR LENGTH = 6 x DA = 6 x 1.21 = 7.3 FT
MINIMUM EXCAVATION SIDE SLOPE = 2:1
MINIMUM EMBANKMENT SIDE SLOPE 3:1
=
PHASE 2: STAGE 1 EROSION AND SEDIMENT CONTROL PLAN (BLOCK F AND G)
FILEPATH:C:\Users\Hill\Dropbox\Projects\005 RivannaNEVNADesign and Analysis\CAD\005_RivannaPH2_ESC_REV2.dwgl HilllApr 13, 2018 at 16:19ILayout: 5 ES Blk G (1)
PHASE 2: STAGE 2, BLOCK F AND G SUMMARY
/ /
RIVANNA VILLAGE:
EROSION AND SEDIMENT
LEGEND
THIS PHASE 2 STAGE 2 EROSION AND SEDIMENT CONTROL PLAN
FOR RIVANNA VILLAGE BLOCK G INCLUDES STABILIZATION OF
UPLAND GRADED AREAS UPON REACHING SITE GRADES. STAGE 2
\ / 4 0 3 <;'
/ / /
; -�
�••
PROPOSED LIMITS
OF DISTURBANCE
LOD
CONTROL PLAN
PRACTICES SHALL BE IN PLACE UPON COMPLETION OF ROAD
/ / / /0 _-
CONSTRUCTION AND INSTALLATION OF STORM DRAINAGE
INFRASTRUCTURE. THE STAGE 2 EROSION AND SEDIMENT
CONTROL PLAN FOR BLOCK G INCLUDES THE FOLLOWING
MEASURES:
0 2.3
/ // /
/� /
��
SITE BENCHMARK
(PER ROUDABUSH, GALE AND
ASSOC. SURVEY)
AMENDMENT 1 AND PHASE 11
ALBEMARLE COUNTY VIRGINIA
1.) INSTALLATION OF INLET PROTECTION AT ALL INSTALLED STORM
DRAIN INLETS
398.4 ,
y yy
y yy yy Wy ,
EXISTING WETLANDS
(PER KIRK HUGHES & ASSOC.
SURVEY)
2.) INSTALLATION OF OUTFALL PROTECTION AT ALL STORM
\
_
DRAINAGE OUTFALLS.
3.) ROUGH GRADING OF PROPOSED PERMANENT BMPS TO\
3� /
�� \
\ 0.
\�
3 9
EXISTING
STREAM CHANNEL LIMITS
(PER KIRK HUGHES & ASSOC.
APPROXIMATE DESIGN ELEVATIONS, AND PERMANENT
.
xSEE
SURVEY)
STABILIZATION OF PERIMETER GRADES.
4.) INSTALLATION OF BMP RISER STRUCTURES (PRINCIPAL
OUTFALLS) AS SPECIFIED ON THE STORMWATER MANAGEMENT
\
STORMWATER MANAGEMENT PLANS FOR ADDITIONAL BMP G1, G2
�� AND G3 DESIGN AND SPECIFICATIONS. STAGE 2 INCLUDES ONLY ROUGH
\ GRADING TO APPROXIMATE FINISHED BMP DESIGN ELEVATIONS TO
1
EXISTING POND
PER KIRK HUGHES & ASSOC.
SURVEY)
PLANS (STAGE 3). DO NOT INSTALL ENGINEERED SOIL MEDIA,
UNDER DRAINS, OR FINAL BIORETENTION PLANTING MATERIALS.
\\
\�__
FACILITATE OUTFACE FROM STORM DRAINAGE INFRASTRUCTURE AND
\\� • \. \\ PLACEMENT OF STABILIZED OUTFALL. RISERS SHALL BE INSTALLED AS
I \\\ ``. A COMPONENT OF STAGE 2. DO NOT INSTALL UNDERDRAINS NOR
/ ENGINEERED SOIL MEDIA UNTIL UPLAND CONTRIBUTING DRAINAGE
APPROXIMATE
EXISTING TREE LINE
5.) SITE LANDSCAPING OUTSIDE OF PROPOSED PERMANENT BMPS
MAY BE INSTALLED PER THE LANDSCAPE PLANS (PROVIDED UNDER
•
\ / \\ • AREA IS COMPLETELY STABILIZED, AS SHOWN ON STAGE 3
/ •. STORMWATER MANAGEMENT PLANS.
(PER KIRK HUGHES & ASSOC.
SURVEY)
BCE
SEPARATE COVER) ONLY AS APPROVED BY THE LANDSCAPE
ARCHITECT.
\
• • � �j
_
\ \ `
-- � � � � ` • •
\\
EXISTING ROAD
(PER KIRK HUGHES & ASSOC.
•
\Jl \Jt`,, ` • •
_
SURVEY)
6.) CONVERSION OF THE TEMPORARY RIGHT OF WAY DIVERSION TO
A PERMANENT SWALE AS SHOWN ON THE SITE GRADING PLANS
AND STABILIZATION.
• • \,_-
•
• I
I •
- A ' "' �.
_ S •
��
;+
\+
EXISTING FENCE
(PER KIRK HUGHES & ASSOC.
Blossom Consulting and Engineering Inc.
1101 Professional Drive, Suite G
Williamsburg VA 23185
p: 757-870-4825
7.) INSTALLATION OF EMERGENCY SPILLWAYS AT EACH BMP
LOCATION (G1, G2, AND G3).
• • \
y • -
•
� - ` •.
- _ oa
Y'""`sr4k, •
SURVEY)
8.) PHASE 2 STAGE 2 EROSION AND SEDIMENT CONTROL PLANS
.• '
/ • • `
••
I
EXISTING BUILDING
(PER KIRK HUGHES & ASSOC.
/
DEPICT ELEMENTS TO BE IN PLACE PRIOR TO CONVERSION TO
PERMANENT BMP FACILITIES AS SHOWN ON THE STORMWATER
;, .
�_ i •
XSURVEY)
��
�'
PLAN.
•.', / / / • •
�•-
■ X
EXISTING POWER POLE
9.) ALL EROSION AND SEDIMENT PERIMETER CONTROLS SHALL
REMAIN IN PLACE THROUGHOUT CONSTRUCTION ACTIVITIES AND
-
�� A j •.
. ) .� � / / � �Y � •
` I P I •
/
�
�
\�
(PER KIRK HUGHES & ASSOC.
V \
\
REMOVED ONLY WHEN FINAL SITE STABILIZATION IS ACHIEVED.
389.
-
�� l A �\ •
�� \ �_ _ . •
/ ��
��
\
C
EXISTING SIGN
(PER KIRK HUGHES & ASSOC.
/
\
� �•'� ��� � / � •
I
SURVEY)
I '�
\ A
�
•� �� \ �� / / _ ` ��� %
SSF �� \ �� -�� • • f�
• Y \�� / / / �.•
�
�
`'�
EXISTING CONTOURS
(PER KIRK HUGHES & ASSOC.
SURVEY)
\
BLOCK E
�•
�• x I P / �•
. - -_
EXISTING STREAM BUFFER
(PER ALBEMARLE COUNTY)
;.
"
\ \ .,, o�. ••
�•
KEY PLAN
• \ - - - \ / / % ! �\� , I
(� `v� A / �2 •`
+
co BLOCK G i �•
V "r V� ` ��-�► '`� W D
.'
.�
�) ��(�
,. J 5 x;
C)
n
PROPOSED LOTS (STABILIZED
UPON COMPLETION OF PHASE
PROPOSED LANDSCAPE PLANTINGS
2)
TS � •.
ip
N.
I,l
(SEE LANDSCAPE PLANS)
-, \
x '
i
♦
PROPOSED STORM DRAIN (SEE
SITE PLANS BY ALAN
FRANKLIN P.E.)
A• V e
SEE CIVIL SITE PLANS PROVIDED BYALAN �� 9 `A"\+TS I Pv��`,�> / I/� \
FRANKLIN, P.E. FOR ROAD DESIGN AND �► v v w
STORMWATER INFRASTRUCTURE DESIGN. i v
+ SSF � \� / ��
OP
x
SSF -
�
X�)
%
PROPOSED CLEAR WATER
DIVERSION
CWD
ISSUE
q-
3 7
,D / 6 z__ x \ S \� \\ � �\ � / / \\, I
f 37\ \,�
: /
x
PROPOSED SUPER SILT FENCE
PROPOSED OUTFACE
SSF
REV #
DATE
DESCRIPTION
#1
3/2/18
PER COUNTY COMMENTS
> V PS _ / \_ BM
x BMP
G3
/—��
PROTECTION
OP
#2
4/16/18
PER COUNTY COMMENTS
OP
�l �l '` s I P
x
PROPOSED INLET
PROTECTION
CE2
O \�
�.
BM BMP G2 /
�+
�� �
PROPOSED
INTERMEDIATE BMP
GRADING E&S)
(STAGE 2
j j
BLOCK F + SSF. -- OP IP .: ♦� OP \
V I ♦
PS
\/'\')
PERMANENT
STABILIZATION
3
�� ♦ _ I P
TS
TEMPORARY
STABILIZATION
l�
O �'
SCOTT C. BLOSSOM
I P ��
5 ♦ �i BMP G 1
\��/ �// eo ��
1
' // %
�v
�,
BM
PROPOSE/ SEEDING
NTROL
AND EROSION CONTROL
Lie. No. 40287
�r�
CE1
q� ♦/
♦. I P x \,��
BLOCK D
MATTING
�
S Cs
IOVAI
NOTE: ALL PERIMETER SILT FENCE ADJACENT TO
PRESERVED STREAM CHANNELS SHALL BE SUPER
\
,� �
SILT FENCE
AS SHOWN ON DETAIL 4, SHEET 18.
IP \ OP x
/ �, A f
`� 0
v%� I P
N
Job No: 1005
Drawn By: BCE
Date: 12.04.2017
Checked By: Scott C. Blossom, P.E.
���
♦/
I P
BM
SSF
SSF
E&S STAGE 2: BLOCK G
V ; ,
41
TS
ip
v 4 5. +
, .
SCALE: 1 INCH
= 5o FEET
oSo' ioo'
200'
ES_ 6
PHASE 2: STAGE 2 EROSION AND SEDIMENT CONTROL PLAN (BLOCK F AND G)
CONTOUR INTERVAL
— 2 FT
FILEPATH:C:\Users\Hill\Dropbox\Projects\005 RivannaNEW\Design and Analysis\CAD\005_RivannaPH2_ESC_REV2.dwgI Hill lApr 12, 2018 at 11:541Layout: 6 ES Blk G (2)
366
344
343
342
341
GRADE
364
DIVERSION SWALES GS2, GS3,
362 I rSIDEWALK
PROPosED
■■■■■■■■■■■■■■■■■■■
■■■■■■■■■■■■■■■■■■■
among
12.61 '
N■ME
Noun
am
O
0 5 10 15 20
DISTANCE (FT.)
TYPICAL DIVERSION SWALE CROSS-SECTION
VERTICAL SCALE: 1" = 2' HORIZONTAL SCALE: 1" = 5'
DIMENSIONS
TOP WIDTH - 12.o FT,
MAX. DEPTH - 2.0 FT.
DTE:
=E LINING CALCULATIONS PROVIDED ON STAGE 1 E&S PLAN FOR PROPOSED CHANNEL LININ,
_L DIVERSIONS ARE ADEQUATE AND 'OVER -SIZED' IN CONSIDERATION OF TYPICAL
UCKET' DIMENSIONS..
360
358
356
EXISTINX
354 GRADE
352 \
350
348
346
344
342
340
PROPOSED STABILIZATION
SEEDING AND EC-2 MATTING
36" RCP RISER (INSIDE DIA.)
WITH METAL TRASHRACK AND
ANTI -VORTEX PLATE
RIM ELEVATION=353•o FT
3.5" ORIFICE @ ELEV.=352.5 FT
ACE ELEV.=352.0 FT
CONCRETE FILLED
RISER BASE (2' MIN.)
2-FT
TOP OF BERM[
ELEV.=356.o FT
SPILLWAY WEIR CREST
ELEV.=354•o FT, BO'I'TCM
WIDTH = 10 FT
PROPOSED STRUCTIAU,L
FILL SEE NOTES SHEET
SWM-2o
48' -18 RCP 4.2%\
-�-
@ \
US INV.=348.o FT
DS INV.=346.o FT
INSTALL CONCRETE
CRADLE ALONG CONDUIT
(SEE DETAIL 3, THIS SHEET) /
STABILIZED OUTFALLJ
(CLASS I RIPRAP, MIN.
2-FT DEPTH)
-VDOT ES1
(18")
338 1 ---------------- -----------------------------------------------------------------------------
0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+70 0+80 0+90 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90
CROSS SECTION A -A' (GSi)
VERTICAL SCALE: 1"=4' HORIZONTAL SCALE 1"=20
372
370
368
366
364
362
360
358
356
354
352
350
348
346
344
GRADE
OSED GRADE
PROPOSED STABILIZATION
SEEDING AND EC-2 MATTING
PROPOSED STRUCTURAL
FILL SEE NOTES SHEET
SWM-2o
36" RCP RISER (INSIDE DIA.)
WITH METAL TRASHRACK AND
ANTI -VORTEX PLATE
RIM ELEVATION=359•o FT
3.5" ORIFICE @ ELEV.=358.5 FT
ACE ELEV.=358.o FT
1
SEDIMENT
TRAP
TOP OF BERM
ELEV.=362.o FT
SPILLWAY WEIR CREST
ELEV.=36o.o FT,
BOTTOM WIDTH = 10 FT
Z
E
CRADLE ALONG CONDUIT
(SEE DETAIL 3, THIS SHEET)
STABILIZED OUTFALL
(CLASS I RIPRAP, MIN
2-FT DEPTH;
ESi (18")
}ci
0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+70 0+80 0+90 1+00 1+10 1+20 1+30 1+40 1+50 1+60
CROSS SECTION B-B' (GS3)
VERTICAL SCALE: 1"=4' HORIZONTAL SCALE I"=20
RIVANNA VILLAGE:
EROSION AND SEDIMENT
CONTROL PLAN
AMENDMENT 1 AND PHASE II
ALBEMARLE COUNTY, VIRGINIA
BICE
Blossom Consulting and Engineering Inc.
1101 Professional Drive, Suite G
Williamsburg VA 23185
p: 757-870-4825
KEY PLAN
ISSUE
REV # DATE DESCRIPTION
#1 3/2/18 PER COUNTY COMMENTS
#2 4/16/18 PER COUNTY COMMENTS
��,tiTH of I't
cl SCOTT C. BLOSSOM a
Lie. No. 40287
�SSIONAL
Job No: 1005 Drawn By: BCE
Date: 12.04.2017 Checked By: Scott C. Blossom, P.E.
BLOCK G CROSS SECTIONS
FILEPATH:C:\Users\Hill\Dropbox\Projects\005 RivannaNEW\Design and Analysis\CAD\005_RivannaPH2_ESC_REV2.dwgI Hill lApr 12, 2018 at 11:551Layout: 7 Blk G (XS)
ES-7
DIVERSION CHANNELS
CALCULATIONS:
RATIONAL METHOD, Q = CIA
USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER (http://bdsc.nws.noaa.gov/hdsc/pfdsn,
10 MINUTE 2-YR i = 3.98 INCHES/HOUR
10 MINUTE 10-YR i = 5.25 INCHES/HOUR
USING VDOT DRAINAGE MANUAL FOR ALBEMARLE COUNTY, INTENSITY (i)=B/((tc+D) ^ E)
b-46.95
D=9.5
E= 0.73
IS1 a
A=2.55 ACRES
C = 0.50 (ROUGH BARE SOIL)
USING PLATES 5-1 AND 5-2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK,
Tt OVERLAND WITH LENGTH OF 100 FT AND SLOPE OF 0.048 = 0.013 HOURS
Tt SHALLOW WITH LENGTH OF 145 FT AND SLOPE OF 0.055 = 0.011 HOURS
Tt CHANNEL FLOW WITH LENGTH OF 441.5 FT AND SLOPE OF 0.041 = 0.015 HOURS
Tc - 0.039 HOURS = 2.31 MINUTES
i (10-YR) = 7.74 IN/HR
2-YR PEAK FLOW = 0.50 x 3.98 x 2.55 = 5.1 CFS = 5 CFS
10-YR PEAK FLOW = 0.50 x 5.25 x 2.55 = 6.7 CFS = 7 CFS
10-YR PEAK FLOW = 0.50 X 7.74 X 2.55 = 9.9 CFS = 10 CFS
SLOPE OF PROPOSED CHANNEL = RISE / RUN = 25.3 FT / 635 FT = 0.040
MAX. PERMISSIBLE VELOCITY OF EC-2 MATTING = 4 FPS (USE 2.7 FPS FOR COMPUTATIONS)
MINIMUM FLOW AREA (A) = Q / V = 10 / 2.7 = 3.7 SF
IS1 b
A=1.48 ACRES
C = 0.50 (ROUGH BARE SOIL)
USING PLATES 5-1 AND 5-2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK,
Tt OVERLAND WITH LENGTH OF 100 FT AND SLOPE OF 0.069= 0.012 HOURS
Tt SHALLOW WITH LENGTH OF 107 FT AND SLOPE OF 0.122 = 0.005 HOURS
Tt CHANNEL WITH LENGTH OF 263.6 FT AND SLOPE OF .049 = .008 HOURS
Tc = 0.025 HOURS = 1.48 MINUTES
1 (10-YR) = 8.17 IN/HR
2-YR PEAK FLOW = 0.50 x 3.98 x 1.48 = 2.9 CFS
10-YR PEAK FLOW = 0.50 x 5.25 x 1 .48= 3.9 CFS
10-YR PEAK FLOW = 0.50 x 8.17 x 1.48 = 6.0 CFS
SLOPE OF PROPOSED CHANNEL = RISE / RUN = 22 FT / 475 FT = 0.046
MAX. PERMISSIBLE VELOCITY OF EC-2 MATTING = 4 FPS (USE 2.7 FPS FOR COMPUTATIONS)
MINIMUM FLOW AREA (A) = Q / V = 6 / 2.7 = 2.2 SF
IS1 C
A=2.91 + 2.95 = 5.86 ACRES
C = 0.50 (ROUGH BARE SOIL)
USING PLATES 5-1 AND 5-2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK,
Tt OVERLAND WITH LENGTH OF 100 FT AND SLOPE OF 0.03= 0.016 HOURS
Tt SHALLOW WITH LENGTH OF 388 FT AND SLOPE OF 0.057 = 0.028 HOURS
Tt CHANNEL WITH LENGTH OF 356.3 FT AND SLOPE OF .008 = .026 HOURS
Tc = 0.070 HOURS = 4.2 MINUTES
1 (10-YR) = 6.95 IN/HR
2-YR PEAK FLOW = 0.50 x 3.98 x 5.86 = 11.7 CFS
10-YR PEAK FLOW = 0.50 x 5.25 x 5.86= 15.4 CFS
10-YR PEAK FLOW = 0.50 x 6.95 x 5.86 = 20.4 CFS
SLOPE OF PROPOSED CHANNEL = RISE / RUN = 11 FT / 731 FT = 0.015
MAX. PERMISSIBLE VELOCITY OF EC-2 MATTING = 4 FPS (USE 2.7 FPS FOR COMPUTATIONS)
MINIMUM FLOW AREA (A) = Q / V = 20.4 / 2.7 = 7.5 SF
IS1 d
A=2.55 + 2.78 = 5.33 ACRES
C = 0.50 (ROUGH BARE SOIL)
USING PLATES 5-1 AND 5-2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK,
Tt OVERLAND WITH LENGTH OF 100 FT AND SLOPE OF 0.05= 0.013 HOURS
Tt SHALLOW WITH LENGTH OF 289 FT AND SLOPE OF 0.055 = 0.021 HOURS
Tt CHANNEL WITH LENGTH OF 398.3 FT AND SLOPE OF .022 = .018 HOURS
Tc = 0.052 HOURS = 3.11 MINUTES
i (10-YR) = 7.38 IN/HR
2-YR PEAK FLOW = 0.50 x 3.98 x 5.33 = 10.6 CFS
10-YR PEAK FLOW = 0.50 x 5.25 x 5.33= 14 CFS
10-YR PEAK FLOW = 0.50 x 7.38 x 5.33 = 19.7 CFS
SLOPE OF PROPOSED CHANNEL = RISE / RUN =15 FT / 566 FT = 0.026
MAX. PERMISSIBLE VELOCITY OF EC-2 MATTING = 4 FPS (USE 2.7 FPS FOR COMPUTATIONS)
MINIMUM FLOW AREA (A) = Q / V = 19.7 / 2.7 = 7.3 SF
IS1 f
A=2.95
C = 0.50 (ROUGH BARE SOIL)
USING PLATES 5-1 AND 5-2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK,
Tt OVERLAND WITH LENGTH OF 100 FT AND SLOPE OF 0.08= 0.011 HOURS
Tt SHALLOW WITH LENGTH OF 66.7 FT AND SLOPE OF 0.075 = 0.004 HOURS
Tt CHANNEL WITH LENGTH OF 468.6 FT AND SLOPE OF .029 = 0.018 HOURS
To = 0.033 HOURS = 1.98 MINUTES
i (10-YR) = 7.9 IN/HR
2-YR PEAK FLOW = 0.50 x 3.98 x 2.95 = 5.9 CFS
10-YR PEAK FLOW = 0.50 x 5.25 x 2.95= 7.7 CFS
10-YR PEAK FLOW = 0.50 x 7.9 x 2.95 = 11.7 CFS
SLOPE OF PROPOSED CHANNEL = RISE / RUN =19 FT / 624 FT = 0.030
MAX. PERMISSIBLE VELOCITY OF EC-2 MATTING = 4 FPS (USE 2.7 FPS FOR COMPUTATIONS)
MINIMUM FLOW AREA (A) = Q / V = 11.7 / 2.7 = 4.3 SF
IS1 g
A = 0.81 ACRES
C = 0.50 (ROUGH BARE SOIL)
USING PLATES 5-1 AND 5-2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK,
Tt OVERLAND WITH LENGTH OF 100 FT AND SLOPE OF 0.09= 0.010 HOURS
Tt SHALLOW WITH LENGTH OF 52.4 FT AND SLOPE OF 0.076 = 0.003 HOURS
Tt CHANNEL WITH LENGTH OF 251.7 FT AND SLOPE OF 0.08 = 0.006 HOURS
Tc - 0.020 HOURS = 1.17 MINUTES
i (10-YR) 8.34 IN/HR
2-YR PEAK FLOW = 0.50 x 3.98 x 0.81 = 1.6 CFS
10-YR PEAK FLOW = 0.50 x 5.25 x 0.81 = 2.1 CFS
10-YR PEAK FLOW = 0.50 x 8.34 x 0.81 = 3.4 CFS
SLOPE OF PROPOSED CHANNEL = RISE / RUN =18 FT / 306.5 FT = 0.059
MAX. PERMISSIBLE VELOCITY OF EC-2 MATTING = 4 FPS (USE 2.7 FPS FOR COMPUTATIONS)
MINIMUM FLOW AREA (A) = Q / V = 3.4 / 2.7 = 1.26 SF
IS2b
A = 5.99 ACRES
C = 0.50 (ROUGH BARE SOIL)
USING PLATES 5-1 AND 5-2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK,
Tt OVERLAND WITH LENGTH OF 100 FT AND SLOPE OF 0.09= 0.010 HOURS
Tt SHALLOW WITH LENGTH OF 52.4 FT AND SLOPE OF 0.076 = 0.003 HOURS
Tt CHANNEL WITH LENGTH OF 251.7 FT AND SLOPE OF 0.08 = 0.006 HOURS
Tc = 0.020 HOURS = 1.17 MINUTES
1 (10-YR) 8.34 IN/HR
2-YR PEAK FLOW = 0.50 x 3.98 x 5.99 = 11.9 CFS
10-YR PEAK FLOW = 0.50 x 5.25 x 5.99= 15.7 CFS
10-YR PEAK FLOW = 0.50 x 8.34 x 5.99 = 24.9 CFS
SLOPE OF PROPOSED CHANNEL = RISE / RUN =19 FT / 330 FT = 0.058
MAX. PERMISSIBLE VELOCITY OF EC-2 MATTING = 4 FPS (USE 2.7 FPS FOR COMPUTATIONS)
MINIMUM FLOW AREA (A) = Q / V = 3.3 / 2.7 = 1.2 SF
DIVERSION DESIGN DIMENSIONS
TRAPEZOIDAL CHANNEL CROSS -SECTIONAL AREA (A) = (b x d) + [Z x (d ^ 2)]
= (4 FT x 2 FT) + [2 x ((2 FT) ^ 2)] = 16 SF
TRAPEZOIDAL CHANNEL TOP WIDTH = b + (2 x d x Z) = 4 FT + (2 x 2 FT x 2) = 12 FT
TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R) = {(b x d) + [Z x (d ^ 2)11 / {b + {(2 x d x [((Z^ 2) + 1) ^ (1 /2)]}}
={(4 x 2) + [2 x (2 ^ 2)]1/ {4 + {(2 x 2 x [((2 ^ 2) + 1) (1 /2)]}}
=1 .23 FT
CHANNEL LINING = VEGETATED WITH EC-2 MATTING,
PERMISSIBLE VELOCITY OF 2.5 - 4.0 FT/S
(VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 57)
(http://www.virginiadot.org/business/resources/Materials/Approved_Lists. pdD
USING TABLE 5-13 OF THE VESCH, RETARDANCE CLASSIFICATION = C
DESIGN PARAMETER
ISia
ISib
IS1c
ISid
ISif
ISIg
IS2b
LENGTH (FT)
635
475
731
566
624
3o6
684
SLOPE (FT/FT)
0.040
0.046
0.015
0.026
0.030
0.059
0.041
io-YR DEPTH (FT)
o.69
0.46
0.70
0.71
0.78
0.28
1.31
DESIGN DEPTH (FT)
2
2
2
2
2
2
2
BOTTOM WIDTH (FT)
4
4
4
4
4
4
4
SIDE SLOPES (H:V)
2:1
2:1
2:1
2:1
2:1
2:1
2:1
io-YEAR FLOW AREA (SF)
3.70
2.26
3.79
3.84
4.37
1.26
8.71
DESIGN AREA (SF)
16
16
16
16
16
16
16
\ NOTE: ALL CLEAR WATER DIVERSIONS SHALL
TERMINATE INTO OUTFALL PROTECTION (CL 1 RIP
RAP MIN LENGTH 20 FT).
NOTE: ALL SILT FENCE AND SUPER SILT FENCE
SHALL BE A MINIMUM OF 5 FT FROM STREAM
BANKS.
384.1
-- , -- - - --- NOTES AND CONSTRUCTION SEQUENCE
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
I
MAINTAIN BASE FLOW IN ADJACENT CHANNEL DURING
ICONSTRUCTION ACTIVITIES ASSOCIATED WITH BLOCK I.
GRADE PROPOSED SEDIMENT BASIN TO PROPOSED
DIMENSIONS SHOWN HEREIN. INSTALL PERMANENT
x RCP RISER PER STAGE 3 STORMWATER MANAGEMENT
/ + PLANS AND MODIFY FOR EROSION AND SEDIMENT
1 I ` CONTROL AS SHOWN ON DETAIL 1, SHEET 19.
/ 582..1
81.4
3 2.95AC CE4
x
DA IS1a ` � �♦
2.55 AC /
x N" ` 381.2 I
I DAIS1g
a.c / n
i x I
AC
UF
I
/ DV x DV
SF
oP SSF i 37 .0 x '�
Qlel
'� BLOCK I I DV
B 6 I
,� �/ � � 383.0 �, � 388.2
, ��
OP E !' i b 4
e
/ DA Is1 a
x
X x , z.7a Ac / ' STIS1 W10 X
/
x
n 7 88. /
S6 +
\_ #5� + /
36.0.2 + DV 1/
\ DA IS1 c / • \
358.g / +
f /SSF + x \`
I \+/} / SSF ,
+ - �ti
OSSF
_+
'X
X \ i
MAINTAIN BASE FLOW IN ADJACENT CHANNEL
DURING CONSTRUCTION ACTIVITIES ASSOCIATED \ IMMEDIATELY AFTER FINAL GRADE.
WITH BLOCK I. GRADE PROPOSED SEDIMENT BASIN A
TO PROPOSED DIMENSIONS SHOWN HEREIN AFTER -
DEWATERING. INSTALL TEMPORARY CMP RISER / 386.4
PER VESCH STANDARD AND SPECIFICATIONS (TO BE
REMOVED AND REPLACED UPON CONVERSION TO
PERMANENT BMP (STAGE 2 AND STAGE 3) --- /�
384��3
- + g
DV / `♦
r ,�0
x /
5.99 AC
I i
I
345. Dv B12 O
� I i
\ 4 SC / ,
'07/ DA IS1 e
x o.7i Ac RWD -, / 385. 4
\ i.100001
CRS
DA JSi a
z.57 Ac
SB11
O
E, 4 PROPOSED BAFFLE TO
PREVENT SHORT CIRCUITING
(SEE DETAIL 5 SHEET i9)
W
\ x
+ 1000,
\ I OP /
-1.3i 2 }
TJs1
F.I I / NOTE: SILT FENCE SHALL NOT BE
/ INSTALLED ACROSS SPILLWAYS.
t,
nop + i /[ /
PHASE 2: STAGE 1 EROSION AND SEDIMENT CONTROL PLAN (BLOCK I AND J)
x
7
SEDIMENT BASIN 11
CALCULATIONS:
DA = 11.9 ACRES
REQUIRED STORAGE = 134 CY PER ACRE = 1595 CY
IF VOLUME 1 = 0.4 x NORMAL POOL SURFACE AREA x WET DEPTH,
THE REQUIRED NORMAL POOL SURFACE AREA = 797.3 CY / (0.4 x 5 FT)=10,764 SF
IF VOLUME 2 = [(NORMAL POOL SURFACE AREA + CREST SURFACE AREA) / 2] x DRY DEPTH
THE REQUIRED CREST SURFACE AREA = [2 x (797.3 CY / 2 FT)] - 10,764 SF = 10,763 SF
MINIMUM FLOW PATH LENGTH = 140 FT
EFFECTIVE WIDTH = NORMAL POOL SURFACE AREA / LENGTH = 10,764 SF / 140 = 77 FT
MINIMUM LENGTH TO WIDTH RATIO = LENGTH / EFFECTIVE WIDTH = 140 / 77 = 1.8:1
RATIONAL METHOD, Q = CIA
C = 0.50 (ROUGH BARE SOIL)
FROM DIVERSION CHANNEL 11 c CALCULATIONS, Tc = 4.2 MINUTES
USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER (http://hdsc.nws.noaa.gov/hdsc/pfdsn,
10 MINUTE 2-YR i = 3.98 INCHESMOUR
10 MINUTE 25-YR i = 5.89 INCHESMOUR
2-YR PEAK FLOW = 0.50 x 3.98 x 11.9 = 23.7 CFS = 24 CFS
25-YR PEAK FLOW = 0.50 x 5.89 x 11.9 = 35.0 CFS = 35 CFS
USING PLATE 3.14-8 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK,
IF RISER HEAD (h) = 1 FT,
RISER DIAMETER = 36 INCHES
USING TABLE 3.14-B OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK,
IF BARREL HEAD (H) = 8 FT,
RCP BARREL DIAMETER = 24 INCHES
USING APPENDIX 3.14-a OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK,
DEWATERING ORIFICE FLOW = 797.3 CY / 21,600 SECONDS = 1.0 CFS
DEWATERING ORIFICE AREA = Q / {[(64.32 x HYDRAULIC HEAD) ^ (1/2)] x 0.61
= 1.0 / {[64.32 x 2 FT) ^ (1 /2)] x 0.61 = 0.15 SF
DEWATERING ORIFICE DIAMETER = 2 x [(A / 3.14) ^ (1 /2)] = 2 x [(0.15 / 3.14) ^ (1 /2)] = 0.44 FT = 6 INCHES
DIMENSIONS:
NORMAL POOL SURFACE AREA = 10,764 SF
MINIMUM FLOW PATH LENGTH = 140 FT
MINIMUM EXCAVATION DEPTH = 5 FT, BOTTOM ELEVATION = 336 FT
OUTLET RISER HEIGHT = 6 FT, ELEVATION = 342 FT
OUTLET RISER DIAMETER - 36 INCHES
OUTLET BARREL LENGTH = 50 FT
OUTLET BARREL DIAMETER = 24 INCHES
DEWATERING ORIFICE DIAMETER = 6 INCHES, ELEVATION = 340
EMBANKMENT HEIGHT = 5 FT, ELEVATION = 344
MINIMUM EMBANKMENT TOP WIDTH = 6 FT
MINIMUM EXCAVATION SIDE SLOPE = 2:1
MINIMUM EMBANKMENT SIDE SLOPE = 2.5:1
SEDIMENT TRAP IS1
CALCULATIONS:
(INCLUDING IS1 b AND IS19)
DA = 2.29 ACRES
REQUIRED STORAGE = 134 CY PER ACRE = 306.9 CY = 8,285.2 CF
IF VOLUME 1 - 0.85 x NORMAL POOL SURFACE AREA x WET DEPTH,
THE REQUIRED NORMAL POOL SURFACE AREA = 4,142.6 CIF / (0.85 x 4 FT) = 1,213.4 SF
IF VOLUME 2 = [(NORMAL POOL SURFACE AREA + CREST SURFACE AREA) / 2] x DRY DEPTH
THE REQUIRED CREST SURFACE AREA = [2 x (4,142.6 CIF / 2 FT)] - 1,218.4 SF = 2,924 SF
MINIMUM FLOW PATH LENGTH = 70 FT
EFFECTIVE WIDTH = NORMAL POOL SURFACE AREA / LENGTH = 1,218.4 / 70 = 17.4 FT
MINIMUM LENGTH TO WIDTH RATIO = LENGTH / EFFECTIVE WIDTH = 70 / 17.4 = 4:1
LEGEND
PROPOSED LIMITS
OF DISTURBANCE
SITE BENCHMARK
(PER ROUDABUSH, GALE AND
ASSOC. SURVEY)
EXISTING WETLANDS
(PER KIRK HUGHES & ASSOC.
SURVEY)
EXISTING
STREAM CHANNEL LIMITS
(PER KIRK HUGHES & ASSOC.
SURVEY)
EXISTING POND
(PER KIRK HUGHES & ASSOC.
SURVEY)
PROPOSED DIVERSION DIKE I)`T
PROPOSED CLEAR WATER CWD
DIVERSION
PROPOSED SUPER SILT FENCE
x SSF
PROPOSED STOCKPILE WITH
PERIMETER CONTROLS (SILT SP
FENCE)
PROPOSED CONSTRUCTION
ENTRANCE CE
PROPOSED
TEMPORARY TSC
STREAM CROSSING
PROPOSED SEDIMENT TRAP ST
PROPOSED SEDIMENT BASIN S$
( PROPOSED CONSTRUCTION CRS
ROAD STABILIZATION
PROPOSED CONSTRUCTION
ACCESS ROUTE (USE DUST CONTROL
PER VESCH 3.39)
NOTE: ALL PERIMETER SILT FENCE ADJACENT TO
PRESERVED STREAM CHANNELS SHALL BE SUPER
SILT FENCE AS SHOWN ON DETAIL 4, SHEET 18.
N
SCALE: 1 INCH = 8o FEET
o' 8o' 16o'
CONTOUR INTERVAL = 2 FT
SEDIMENT BASIN 12
RIVANNA VILLAGE:
EROSION AND SEDIMENT
CONTROL PLAN
AMENDMENT 1 AND PHASE II
ALBEMARLE COUNTY, VIRGINIA
SCE
Blossom Consulting and Engineering Inc.
1101 Professional Drive, Suite G
Williamsburg VA 23185
p: 757-870-4825
KEY PLAN
ISSUE
REV # DATE
320' #1 3/2/18
#2 4/16/1E
CALCULATIONS:
DA = 6.0 ACRES
REQUIRED STORAGE = 134 CY PER ACRE = 804 CY
IF VOLUME 1 = 0.4 x NORMAL POOL SURFACE AREA x WET DEPTH,
THE REQUIRED NORMAL POOL SURFACE AREA = 402 CY / (0.4 x 4 FT) =6,784 SF
IF VOLUME 2 = [(NORMAL POOL SURFACE AREA + CREST SURFACE AREA) / 2] x DRY DEPTH
THE REQUIRED CREST SURFACE AREA = [2 x (402 CY / 2 FT)] - 6,784 SF = 4,070 SF
MINIMUM FLOW PATH LENGTH = 100 FT
EFFECTIVE WIDTH = NORMAL POOL SURFACE AREA / LENGTH = 6,784 SF / 100 = 68 FT
MINIMUM LENGTH TO WIDTH RATIO = LENGTH / EFFECTIVE WIDTH = 100 / 68 = 1.5:1
RATIONAL METHOD, Q = CIA
C = 0.50 (ROUGH BARE SOIL)
FROM DIVERSION CHANNEL 12b CALCULATIONS, Tc = 1.17 MINUTES
USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER (http://hdsc.nws.noaa.gov/hdsc/pfds�,
10 MINUTE 2-YR i = 3.98 INCHESMOUR
10 MINUTE 25-YR i = 5.89 INCHESMOUR
2-YR PEAK FLOW = 0.50 x 3.98 x 6.0 = 11.9 CFS = 12 CFS
25-YR PEAK FLOW = 0.50 x 5.89 x 6.0 = 17.7 CFS = 18 CFS
USING PLATE 3.14-8 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK,
IF RISER HEAD (h) = 1 FT,
RISER DIAMETER - 30 INCHES
USING TABLE 3.14-B OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK,
IF BARREL HEAD (H) = 6 FT,
RCP BARREL DIAMETER = 18 INCHES
USING APPENDIX 3.14-a OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK,
DEWATERING ORIFICE FLOW = 402 CY 21,600 SECONDS = 0.50 CFS
DEWATERING ORIFICE AREA = Q / {[(64.32 x HYDRAULIC HEAD) ^ (1 /2)] x 0.61
= 0.50 / {[64.32 x 2 FT) ^ (1 /2)] x 0.61 = 0.07 SF
DEWATERING ORIFICE DIAMETER = 2 x [(A / 3.14) ^ (1 /2)] = 2 x [(0.07 / 3.14) ^ (1 /2)] = 0.31 FT = 4 INCHES
DIMENSIONS:
NORMAL POOL SURFACE AREA = 6,784 SF
MINIMUM FLOW PATH LENGTH = 100 FT
MINIMUM EXCAVATION DEPTH = 4 FT, BOTTOM ELEVATION = 346.5
OUTLET RISER HEIGHT = 6.3 FT, ELEVATION = 352.8
OUTLET RISER DIAMETER = 35 INCHES
OUTLET BARREL LENGTH = 100 FT
OUTLET BARREL DIAMETER = 18 INCHES US INV. = 348.5 FT, DS INV. = 347.5 FT
DEWATERING ORIFICE DIAMETER = 4 INCHES, ELEVATION = 352.3
EMBANKMENT HEIGHT = 2.2 FT, ELEVATION = 354
MINIMUM EMBANKMENT TOP WIDTH = 6 FT
MINIMUM EXCAVATION SIDE SLOPE = 2.5:1
MINIMUM EMBANKMENT SIDE SLOPE = 2.5:1
DIMENSIONS:
NORMAL POOL SURFACE AREA = 1,208 SF, ELEVATION = 354
MINIMUM FLOW PATH LENGTH = 60 FT
MINIMUM EXCAVATION DEPTH = 4 FT, BOTTOM ELEVATION = 350
WET BANK HEIGHT = 4 FT, WEIR ELEVATION = 350
MINIMUM BERM TOP WIDTH = 3 FT
BERM HEIGHT = 2 FT, ELEVATION = 358
MINIMUM WEIR LENGTH = 6 x DA = 6 x 2.27 = 13.6 FT
MINIMUM EXCAVATION SIDE SLOPE = 2:1
MINIMUM EMBANKMENT SIDE SLOPE = 3:1
DESCRIPTION
PER COUNTY COMMENTS
PER COUNTY COMMENTS
��'LTH
of 7'r
SCOTT C.
Lic. No.
BLOSSOM a
40287
O
�ISISIONAI,
'A�
Job No: 1005 Drawn By: BCE
Date: 12.04.2017 Checked By: Scott C. Blossom, P.E.
E & S STAGE 1: BLOCK I & BLOCK J
ES-8
PHASE 2: STAGE 2, BLOCK I AND J (EAST) SUMMARY
QD
- — - NOTES AND CONSTRUCTION SEQUENCE
LEGEND
—
FINAL LOCATION OF ALL CONSTRUCTION ACCESS & PROPOSED STAGING & —
RIVANNA VILLAGE.
THIS PHASE 2 STAGE 2 EROSION AND SEDIMENT CONTROL PLAN
FOR RIVANNA VILLAGE BLOCK I AND J INCLUDES STABILIZATION
\ STOCKPILE LOCATIONS TO BE APPROVED AND CONFIRMED WITH`
\ ALBEMARLE COUNTY AND PROPERTY OWNER PRIOR TO CONSTRUCTION
�� 1
OF DISTURBANCE PROPOSED LIMITS
LOD
STORMWATER
OF UPLAND GRADED AREAS UPON REACHING SITE GRADES. STAGE
2 PRACTICES SHALL BE IN PLACE UPON COMPLETION OF ROAD
-- AND IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE.
�" \
MAST E R P LA N
CONSTRUCTION AND INSTALLATION OF STORM DRAINAGE
INFRASTRUCTURE. THE STAGE 2 EROSION AND SEDIMENT
1. CONTRACTOR TO PERFORM ROUGH GRADING WHERE SHOWN ON THIS
\`
I
SITE BENCHMARK
(PER ROUDABUSH, GALE AND
CONTROL PLAN FOR BLOCK I AND J INCLUDES THE FOLLOWING
SHEET.
/
ASSOC. SURVEY)
AMENDMENT 1 AND PHASE II
MEASURES:
2. ALL DENUDED OR DISTURBED AREAS TO BE PERMANENTLY STABILIZED
ALBEMARLE COUNTY, VIRGINIA
1.) INSTALLATION OF INLET PROTECTION AT ALL INSTALLED STORM
IMMEDIATELY AFTER FINAL GRADE.
y
y yy yy yy '
EXISTING WETLANDS
(PER KIRK HUGHES & ASSOC.
DRAIN INLETS
NOTE: ALL PERIMETER SILT FENCE ADJACENT TO
yy yy y
SURVEY)
2.) INSTALLATION OF OUTFALL PROTECTION AT ALL STORM
PRESERVED STREAM CHANNELS SHALL BE SUPER
EXISTING
DRAINAGE OUTFALLS.
SILT FENCE AS SHOWN ON DETAIL 4, SHEET 18.
STREAM CHANNEL LIMITS
3.) ROUGH GRADING OF PROPOSED PERMANENT BMPS TO
SEE STORMWATER MANAGEMENT PLANS FOR ADDITIONAL BMP 11, 12
AND 13 DESIGN AND SPECIFICATIONS. STAGE 2 INCLUDES ONLY ROUGH /
(PER KIRK HUGHES & ASSOC.
SURVEY)
APPROXIMATE DESIGN ELEVATIONS, AND PERMANENT
STABILIZATION OF PERIMETER GRADES.
GRADING TO APPROXIMATE FINISHED BMP DESIGN ELEVATIONS TO
FACILITATE OUTFALL FROM STORM DRAINAGE INFRASTRUCTURE AND
EXISTING POND
PLACEMENT OF STABILIZED OUTFALL. RISERS SHALL BE INSTALLED AS ��-
4.) INSTALLATION OF RETAINING WALLS, BMP RISER STRUCTURES V u A COMPONENT OF STAGE 2. DO NOT INSTALL UNDER DRAINS NOR \
!1> ENGINEERED SOIL MEDIA FOR BMP 12/13 NOR FINAL AQUATIC
(PER KIRK HUGHES & ASSOC.
SURVEY)
(PRINCIPAL OUTFALLS) AS SPECIFIED ON THE STORMWATER
MANAGEMENT PLANS (STAGE 3). DO NOT INSTALL ENGINEERED
SOIL MEDIA, UNDER DRAINS, OR FINAL BIORETENTION PLANTING
MATERIALS.
BENCH/WETLAND PLANTINGS IN BMP 11 UNTIL UPLAND CONTRIBUTING
DRAINAGE AREA IS COMPLETELY STABILIZED (I.E. STAGE 3). \ /
APPROXIMATE
EXISTING TREE LINE
(PER KIRK HUGHES & ASSOC.
5.) SITE LANDSCAPING OUTSIDE OF PROPOSED PERMANENT BMPS
/ �- J
SURVEY)
EXISTING ROAD
CE
MAY BE INSTALLED PER THE LANDSCAPE PLANS (PROVIDED UNDER
SEPARATE COVER) ONLY AS APPROVED BY THE LANDSCAPE��.
(PER KIRK HUGHES & ASSOC.
ARCHITECT.
SURVEY)
6.) CONSTRUCTION OF THE OUTFALL PROTECTION/FOREBAYS
ASSOCIATED WITH BMP I1. NOTE THAT THE TEMPORARY SEDIMENT
OP
x l /
' �, TS `� ~ �n
O �
+�+
EXISTING FENCE
(PER KIRK HUGHES & ASSOC.
Blossom Consulting and Engineering Inc.
1101 Professional Drive, Suite G
WilliamsburgVA 23185
p: 757-870-4825
BASIN (SBI1), WILL BE INCREMENTALLY REDUCED IN SIZE AND
� I P � \
I I / /
SURVEY )
REPLACED WITH THE MAIN SEDIMENT FOREBAY FOR Ii AS THE SITE
REACHES FINISHED GRADE ELEVATIONS..
7.) TEMPORARY PUMP AROUND AND/OR DIVERSION DURING
`�
ss � ' �/ � � �
EXISTING BUILDING
(PER KIRK HUGHES & ASSOC.
SURVEY)
DEMOLITION OF THE EXISTING EMBANKMENT AND�-
CONSTRUCTION OF THE PROPOSED EMBANKMENT AND CLAY CORE."
STAGE 2 INCLUDES ALL ROUGH GRADING ASSOCIATED WITH BMPI1,
WITH EXCEPTION OF INSTALLATION OF THE CLAY LINER. FINE
GRADING, PLANTING AND COMPLETION OF BMP I1 SHALL NOT
�' . � .� /' /
, /n7 \ V�
T
' �� % '4 _ IF, �,
-o.
EXISTING POWER POLE
(PER KIRK HUGHES & ASSOC.
SURVEY )
/
COMMENCE UNTIL STAGE 3 AS SHOWN ON THE STORMWATER
PLANS.
�����,p� ✓
f cis ❑
Z I P(PER
O �. ,/
O-S
EXISTING SIGN
KIRK HUGHES & ASSOC.
8. INSTALLATION OF PRINCIPAL AND EMERGENCY SPILLWAYS AT
EACH BMP LOCATION (I1, I2, AND . NOTE FOR I1, THE TEMPORARY
W.
CORRUGATED METAL RISER WILL BE REMOVED AND REPLACED
WITH THE PERMANENT CONCRETE OUTFACE STRUCTURE ( AS
SHOWN ON THE STORMWATER MANAGEMENT PLANS) DURING
TS
b
'� IP �� - '�
IP n _ \__
L
IP IP ,\ IP ♦ OP
'� -- _ O -' ,� \ /EXISTING
�. o
TS
�20
SURVEY)
CONTOURS
(PER KIRK HUGHES & ASSOC.
i A
,
STAGE 2, AS THE BMP I1 ROUGH GRADES ARE ESTABLISHED AND
THE EMBANKMENT CONSTRUCTED.
I b
N
jp_TEMPORARY SEDIMENT
8 \
SSF }—_ TS i TRAP REMOVED DURING STAGE 2.
OP �� IP
SURVEY)
\ ;
9.) PHASE 2 STAGE 2 EROSION AND SEDIMENT CONTROL PLANS
DEPICT ELEMENTS TO BE IN PLACE PRIOR TO CONVERSION TO
PERMANENT BMP FACILITIES AS SHOWN ON THE STORMWATER-
PLAN.
�,�
_
_ ,, ✓ l
k a IP
6 BLOCK I I P
—� ... fi
o OP BM � h \
BMP G3
D� �' V IP
�♦
/
EXISTING STREAM BUFFER
PER ALBEMARLE COUNTY
( )
PROPOSED LOTS (STABILIZED
--�
KEY PLAN
1o.) ALL EROSION AND SEDIMENT PERIMETER CONTROLS SHALL
REMAIN IN PLACE THROUGHOUT CONSTRUCTION ACTIVITIES AND
IP ✓ °` \ IP \� - j \
= I IF
O
UPON COMPLETION OF PHASE
2)
REMOVED ONLY WHEN FINAL SITE STABILIZATION IS ACHIEVED.
NOTE: TO CONSTRUCT EMBANKMENT, DIVERT STREAM CHANNEL:
(PUMP AROUND AND/OR DIVERSION CHANNEL) AROUND LIMITS
OF DISTURBANCE. DIVERSION CHANNEL SHALL BE LINED WITH
IP ��
�`• IP � IP x°\, A
/ �, `�
OP IP \
� IP
B�,v O
PROPOSED LANDSCAPE PLANTINGS
(SEE LANDSCAPE PLANS)
EROSION CONTROL MATTING (EC-3). CONSTRUCT OUTFALL
PROTECTION AND CHECK DAM AT OUTFALL. CHANNEL SHALL BE
A---
_
I P
7� ,
/i` � + I P 0
/ I P TS + �' -,_ �, „
��,
Z_-�
PROPOSED STORM DRAIN (SEE
SITE PLANS BY ALAN
MINIMUM FT BOTTOM WIDTH 2 FT FLOW DEPTH :1 SIDE SLOPES
TO CONVEY THE BANKFULL EVENT NON-EROSIVELY. LARGER
EVENTS SHALL BE ALLOWED TO BYPASS THROUGH PRINCIPAL
/ /� + 7 '} f ��
BMP G1 ` / �' i / \
,
FRANKLIN P.E.)
EMERGENCY SPILLWAY.
OP
�` �/ ♦ IP
r� �/G�
PROPOSED RIGHT OF WAY
RWD
DIVERSION
J �a �/ / "\ %�i } IP f �.
OP0
�SF �� TS / �� ,'
—� `
PROPOSED SUPER SILT FENCE
SSF
ISSUE
SSF
�
IP 7
�_
A• �� = �Q�/—
IP STAGE 2 INTERMEDIATE BMPS 12 AND 13 F
t EMBANKMENTS TO BE COMPACTED AND
, ��
PROPOSED OUTFALL
REV #
DATE
DESCRIPTION
TS IP / STABILIZED PER SPECIFICATIONS ON STAGE 3 ``
IP �, %�
)
PROTECTION
OP
#1
3/2/18
PER COUNTY COMMENTS
#2
4/16/18
PER COUNTY COMMENTS
I r STORMWATER PLANS AND STABILIZED WITH CLASS
IP 1 RIP RAP (MIN DEPTH 2.2 FEET )TO 10 YEAR WATER
/
SURFACE ELEVATION (353 FT). ALL DISTURBED
\ < OP AREAS TO RECEIVE RIP RAP SHALL BE UNDERLAIN
�-
PROPOSED INLET
IP GEOTEXTILE FILTER FABRIC PER VESCH
'WITH`� STANDARDS AND SPECIFICATIONS. �i
IP
PROTECTION
+
OP
BMP 12 �'
i� IP -:;. IP �.
PROPOSED
INTERMEDIATE BMP
GRADING (STAGE 2 E&S)
OP -__
_ A , .�
00
l,
TS OP
PV nip:� \� / .'
PERMANENT
STABILIZATION
IP , / SSF
H OF
\\ \
\ �3\5 \ �\ D i / �r �•
i,
,I,S
TEMPORARY
STABILIZATION
Q)�
/t
SCOTT C. BLOSSOM a
_- OP
w
PROPOSED SEEDING
AND EROSION CONTROL
Lic. No. 40287
�p�
V BMP 11 V A �\ n - / /
/
r�� ^ �i I �
��
\
� .
MATTING
�,)v
SjONAL
PROPOSED CHECK DAM
RR
TS
IP IP
BM�
SEE BUFFER MITIGATION PLANS FOR REQUIRED MITIGATION
N
I
�� } (V / MEASURES TO BE IMPLEMENTED UPON IMPACTING THE STREAM
` _ _ / IP Q I / BUFFER FOR EROSION AND SEDIMENT CONTROL, STORMWATER
co / MANAGEMENT AND DEVELOPMENT RELATED ACTIVITIES.
—�
PV
PROPOSED PUMP
AROUND AND/OR
Job No: 1005
Drawn By: BCE
Date: 12.04.2017
Checked By: Scott C. Blossom, P.E.
q
/
DIVERSION CHANNEL
E & S STAGE 2: BLOCK
, _
X BM _- �+ / `, _ (U
f
If OPIP
cD •�,
OP / U /
41 y
RR
PROPOSED CLASS 1 RIP
RAP
SCALE: INCH FEET
\\
\z TEMPORARY DIVERSION CHANNEL (AND/OR PUMP AROUND) TO
'� CID f ;? IP / BE INSTALLED DURING CONSTRUCTION OF EMBANKMENT (SEE
TS / NOTES THIS SHEET). REMOVE AND STABILIZE UPON COMPLETION OF
--
1 = ioo
SSF F CD BMP J1 / FOREBAY AND EMBANKMENT, PRIOR TO BRINGING POND ON LINE.
TS '
,
(
PROPOSED BLOCK LIMITS
0� 100� 200� 400'
\CD
CONTOUR INTERVAL = 2 FT
ES 9
PHASE 2: STAGE 2 EROSION AND SEDIMENT CONTROL PLAN (BLOCK I AND J)
RIVANNA VILLAGE:
36o
360
ALL DISTURBED AREAS
SEDIMENT BASIN I1 (sTAGE 1)
EROSION AND SEDIMENT
TO RECEIVE 6 INCHES SEE STORMWATER PLANS FOR PERMANENT BMP Ii REINFORCED
TOP SOIL AND CONCRETE PRINCIPAL SPILLWAY STRUCTURE TO BE INSTALLED AS
SEE CIVIL SITE PLANS
I
DIMENSIONS:
CONTROL PLAN
358
BY ALAN FRANKLIN P.E.)
358
NORMAL POOL SURFACE AREA 10,764 SF
STABILIZATION SEED MIX A COMPONENT OF TRANSITION FROM STAGE 2->3.
(
I
=
PRIOR TO APPLICATION PERMANENT CONCRETE RISER SHALL REPLACE TEMPORARY CMP (INSTALLED
FOR PROPOSED STORM DRAIN
I
MINIMUM FLOW PATH LENGTH = 140 FT
OF EROSION CONTROL DURING STAGE >) WHEN ROUGH GRADING FOR BMP h IS COMPLETED
INFRASTRUCTURE DESIGN
I
MINIMUM EXCAVATION DEPTH = 5 FT, BOTTOM ELEVATION = 336 FT
356
MATTING AS SPECIFIED (AFTER STABILIZATION OF CONTRIBUTING WATERSHED).
I I 356
OUTLET RISER HEIGHT = 6 FT, ELEVATION = 342 FT
OUTLET RISER DIAMETER = 36 INCHES
HEREIN
OUTLET BARREL LENGTH = 50 FT
AMENDMENT 1 AND PHASE 11
OUTLET BARREL DIAMETER = 24 INCHES
354
PROPOSED COMPACTED STRUCTURAL TEMPORARY CORRUGATED METAL (CMP) RISER SEDIMENT BASIN DEWATERING
/
354
DEWATERING ORIFICE DIAMETER = 6 INCHES, ELEVATION - 340
EMBANKMENT HEIGHT FT, ELEVATION
ALBEMARLE COUNTY , V I RG I N IA
PROPOSED COMPACTED STRUCTURAL TEMPORARY FILL TO ELEVATION 344 FT TO SYSTEM WITH TEMPORARY CURRUGATED METAL CULVERT THROUGH EXISTING
= 5 = 344
MINIMUM EMBANKMENT TOP WIDTH = 6 FT
EMBANKMENT FILL. (SEE STORMWATER ATTAIN SEDIMENT BASIN DESIGN VOLUME EMBANKMENT MINIMUM EXCAVATION SIDE SLOPE = 2:1
/
PLANS FOR DETAILED SPECIFICATION FO FILL RISER DIAMETER = 36 INCHES
MINIMUM EMBANKMENT SIDE SLOPE = 2.5:1
352
MATERIAL, CLAY CORE AND KEY TRENCH. EXISTING STREAM CHANNEL TO ACT OUTFALL BARREL DIAMETER = 24 INCHES
352
ADDITIONAL GEOTECHNICAL REPORT TO BE AS BYPASS DURING STAGE ], AND OUTFALL BARREL LENGTH = 5o FEET (US INV. = 338 FT, DS INV. = 337.5 FT)
NOTE: SEE STORMWATER PLANS FOR ADDITIONAL DESIGN DIMENSIONS AND ELEVATIONS
PROVIDED UNDER SEPARATE COVER SHALL BE DIVERTED (AND/OR ORIFICE SIZE = 6 INCHES
FOR STAGE 2 INTERMEDIATE ROUGH GRADING OF BMP 11
350
PUMPED AROUND DURING ORIFICE ELEVATION = 34o FT
350
CONSTRUCTION OF EMBANKMENT (SEE DETAIL SHEET 18)
DURING STAGE 2 AND STAGE 3.
/
348
APPLY 6 IN TOPSOIL AND STABILIZE
EMBANKMENT WITH STAGE BMP I> ROUGH
/
348
2 (INTERMEDIATE
STABILIZATION SEED MIX SEE STORMWATER PLANS GRADING (ONLY) SEE STORMWATER PLANS
FOR PRINCIPAL OUTFACE
/
AND EC-3 MATTING FOR FINAL DESIGN ELEVATIONS TO BE
346
STRUCTURE DESIGN CONSTRUCTED IN STAGE AFTER UPSTREAM
346
IIWATERSHED IS COMPLETELY STABILIZED.
II
344
IIIII — I �
- - -
--_''
344
—III I —III ICI I I —III —I /
��
BICE342
- - - - - _ _- — � �___I 1�1=III=III
342
'�•
_III-1 I I I-1 I I- I� � 1= —I
340
-
II=III=III=III •
340
Blossom Consulting and Engineering Inc.
_ 11I 7� I
\—PROPOSED
1101 Professional Drive, Suite G
1=1 I I —I I I — --- I I—_ 1 I I_
`
—III—III—I — — — — III—III=1 I / '
GRADE
Williamsburg VA 23185
338
—III—III—III —III—III I it U VD..' CV
%%
338
p:757-870-4825
I — 04'
336
I I=1 I=1 I I ��
EXISTING POND ELEVATIONS ARE APPROXIMATE BASED ON
336
— — — — I �` �i
FIELD SURVEY. SEDIMENT AND DEBRIS ACCUMULATION VARIES IN
DEMOLISH EXISTING EMBANKMENT — I I �� i'
SELECT LOCATIONS OF EXISTING POND. CONTRACTOR SHALL
AND REMOVE UNSUITABLE MATERIALS PROPOSED STAGE i SEDIMENT ,�' STAGE 1 SEDIMENT BASIN
ENTIDE
REVIEW GEOTECHNICAL RECOMMENDATIONS AND BE RESPONSIBLE
334
_
TO PRE APPROVEDOFFSITELOCATION BASINhSEDST GE1SEDI
------------------------- - ---------------#0(SB11)
FOR DEWATERING EXISTING FACILITY T FACILITATE ROUGH GRADING
334
OR ON -SITE DEWATERING AND SLOPES TO REACH DESIGN
TO DESIGN ELEVATIONS FOR STAGE i SEDIMENT BASIN AND STAGE 2
STAGING AREA ELEVATIONS
INTERMEDIATE BMP h GRADING
332
332
0+00
0+10 0+20 0+30 0+40 0+50 o+6o 0+70 o+8o o+go 1+00 1+10 1+20 1+30 1+40 1+50 i+6o 1+70 1+8o i+go 2+00 2+10 2+20 2+30 2+40 2+50 2+60
2+70 2+80 2+90 3+00 3+10 3+20 3+30 3+40
3+50
CROSS SECTION C-C' (SBI1/BMP I1)
VERTICAL SCALE: 1"=4' HORIZONTAL SCALE 1"=20
362
362
PROPOSED GRADE
TAGE 3: LEVEL 2
36o
BIORETENTION SPILLWAY PROPOSED RETAINING WALL 360
(SEE STORMWATER PLANS (SEE STORMWATER PLANS)
FOR DESIGN DETAILS)
358
STAGE 3: LEVEL 2 358
BIORETENTION SPILLWAY
(SEE STORMWATER PLANS
FOR DESIGN DETAILS) "
356 EXISTING 356
GRADE
KEY PLAN
354
PROPOSED -- - 354
STABILIZATION
SEEDING
352
352
► I 1 I
i\-STAGE 3: LEVEL 2
350
BIORETENTION I3 350
► (SEE STORMWATER PLANS)
1 1 1 1
O
1►
348
11 348
L----------------------------- ry — ---- ---- ----J
DIVERSION SWALES IS1 a-IS1
g
346
346
STAGE 2.
INTERMEDIATE
BIORETENTION STAGE 3: LEVEL 2
344
344
ROUGH GRADE BIORETENTION I2
PROPOSED OUT344
DIMENSIONS
ISSUE
(SEE STORMWATER PLANS)
CULVERT (i8 INCH
RCP) CULVERT R
TOP WIDTH - 12.0 FT.
US INV. = 348.3 FT,
MAX. DEPTH - 2.0 FT.
REV #
DATE
DESCRIPTION
PROPOSED STRUCTURAL 343
342 STAGE 1: DS INV. = 346.5 FT FILL SEE NOTES SHEET 18 342 12.0' ESIGN
SEDIMENT SEE STORMWATER PLANS
CHANN L W1DTH
BASIN FOR DETAIL
#1
3/2/18
PER COUNTY COMMENTS
340
340
342
#2
1 4/16/18
PER COUNTY COMMENTS
0+00
0+10 0+20 0+30 0+40 0+50 o+6o 0+70 o+8o o+go 1+00 1+10 1+20 1+30 1+40 1+50 1+6o 1+70 1+8o 1+90 2+00 2+10 2+20
341
CROSS SECTION D-D' (SB2/BMP I2/I3)
p ?� ti
4,0' CHANN L
VERTICAL SCALE: 1"=4' HORIZONTAL SCALE 1"=20
CAPACI
3400
5 10 15
20
DISTANCE (FT.)
DIVERSION SWALE CROSS-SECTION
364
-------- 364
I
VERTICAL SCALE: 1 " = 2' HORIZONTAL SCALE: 1 " =
5'
362
I
I
PROPOSED EC-2 MATTIN 362
(SEE DETAILS 1-3, SHEET 14)
36o
STAGE ]: SEDIMENT 360
GRADE
p,LT H op
yf
�XISTING
TRAP SPILLWAY (SEE
I DETAIL 6, SHEET
i8) 4'
O�
358
358
_
j f o
�, SCOTT C. BLOSSOM �
— M
Lic. No. 40287
356
_ N
o __ 356
I \ . � __
I `� r �
O �W�
•��SSIO
NAL
354
I / 354
I I
I I
Y
352
352
j PROPOSED COMPACTE I
STAGE 1: SEDIMENT TRAP-, STRUCTURAL FILL SEE
350
NOTES SHEET ES-4 APPROXIMATE 350
Job No:
Drawn By: BCE
(SEE DESIGN AND SIZING
AND SWM PLANS STREAM CHANNEL
Date: 12.04.2017
Checked By: Scott C. Blossom, P.E.
SUMMARY ON SHEET LOCATION i
ES-8)
BLOCK I: CROSS SECTIONS (1)
348 -- -- -- -- -- -- -- -- -- -- -- -- -- — 348
0+00
0+10 0+20 0+30 0+40 0+50 o+6o 0+70 o+8o o+go 1+oo 1+10 1+20 1+30 1+40
CROSS SECTION E-E' (SEDIMENT TRAP)
VERTICAL SCALE: 1"=4' HORIZONTAL SCALE 1"=20
ES 10
FILEPATH:C:\Users\Hill\Dropbox\Projects\005 RivannaNEW\Design and Analysis\CAD\005_RivannaPH2_ESC_REV2.dwgI Hill lApr 12, 2018 at 11:551Layout: 10 Blk 11 (XS)
DIVERSION CHANNEL JS1
CALCULATIONS:
RATIONAL METHOD, Q = CiA
D\ / /
V r
+
�/ /
DA IS21b k /
\
LEGEND
C 0.50 BARE SOIL)
\ /
/
5.99 AC k I
= (ROUGH
USING PLATES 5-1 AND 5-2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK,
Tt OVERLAND WITH LENGTH OF 100 FT AND SLOPE OF 0.07= 0.204 HOURS
Tt SHALLOW WITH LENGTH OF 331 FT AND SLOPE OF 0.10 - 0.018 HOURS
X
/ +
/ / /
R I VAN NA VILLAGE:
Tt CHANNEL WITH LENGTH OF 236.6 FT AND SLOPE OF 0.025 = 0.010 HOURS
Tc = 0.231 HOURS = 13.87 MINUTES
� k
/
•
PROPOSED LIMITS
EROSION AND SEDIMENT
USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER (http://hdsc.nws.noaa.gov/hdsc/pfdsn,
10 MINUTE 2-YR i - 3.98 INCHES/HOUR
I
\
'�
X /
X-�
OF DISTURBANCE
CONTROL PLAN
10 MINUTE 10-YR i = 5.25 INCHES/HOUR
A =2.51 ACRES
x +
2-YR PEAK FLOW = 0.50 x 3.98 x 2.51 = 5 CFS
10-YR PEAK FLOW = 0.50 x 5.25 x 2.51 = 6.6 CFS = 7 CFS
SLOPE OF PROPOSED CHANNEL = RISE / RUN = 8 FT / 340 FT = 0.024
\
\ / \
/ / +
• •
SITE BENCHMARK
(PER ROUDABUSH, GALE AND
AMENDMENT 1 AND PHASE
USING PLATE 5-2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, V = 2.5 FT/S
MINIMUM FLOW AREA (A) - Q / V - 7 / 2.2 - 2.8 SOFT
DESIGN DEPTH (d) = 2 FT\,
,
\ / /
x
+
//
-
•11
•
• ,
/ • `
•
OD /
ASSOC. SURVEY)
ALBEMARLE COUNTY, VIRGINIA
DESIGN BOTTOM WIDTH (b) - 4 FT
GIVEN 2:1 SIDE SLOPE, e = 2 FT x d = 2 FT x 2 = 4 FT
Z=e/d=4FT/2FT=2
\ I
\/
xD"/1/`•SURVEY)
}
B 12
•
• • • ,
1
Ell'
EXISTING WETLANDS
(PER KIRK HUGHES & ASSOC.
TRAPEZOIDAL CHANNEL CROSS -SECTIONAL AREA (A) = (b x d) + [Z x (d ^ 2)]
^
/ '
\
/
• `• /
= (4 FT x 2 FT) + [2 x ((2 FT) 2)] = 16 SQFT
TRAPEZOIDAL CHANNEL TOP WIDTH = b + (2 x d x Z) = 4 FT + (2 x 2 FT x 2) = 12 FT
TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R) _ {(b x d) + [Z x (d^2)]} / {b + {(2 x d x [((Z- 2) + 1)^(1/2)]}}
^2) ^
\ , /
1f
%
•
I• •
/ • /
•
��
EXISTING
STREAM CHANNEL LIMITS
_ {(4 x 2) + [2 x (2^2)]} / {4 + {(2 x 2 x [((2 + 1) (1/2)]}}
- 1.23 FT
j
k
SEE STORMWATER PLANS (STAGE 3) FOR PRINCIPAL •
SPILLWAY DESIGN SPECIFICATIONS, ELEVATIONS • •
(PER KIRK HUGHES & ASSOC.
CHANNEL LINING =VEGETATED WITH EC-2 MATTING,
PERMISSIBLE VELOCITY OF 0.0-4.0 FT/S41
\
/
t•
�
/
AND DIMENSIONS. PERMANENT RCP SHALL BE \
SURVEY)
(VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 57)
(http://www. vi rg i n i adot.org/business/resources/Materials/Approved_Lists. pdf)
USING TABLE 5-13 OF THE VESCH, RETARDANCE CLASSIFICATION = C
USING PLATE 5-29 OF THE VESCH, ROUGHNESS COEFFICIENT (n) = 0.046
'
' 1 '
, i
I V
TSC
INSTALLED WITH DURING STAGE 1 ACTIVITIES AND 4000, •
MODIFIED PER STANDARDS DEPICTED ON SHEET 17 •
AND 18. PERMANENT RISER TO TO FINALIZED / • • `
DURING STAGE 2 AS SPECIFIED ON SHEET 12. I
00
EXISTING POND
(PER KIRK HUGHES & ASSOC.
SURVEY)
MAX CAPACITY FLOW - (1.49 / n) x [R ^ (2/3)] x [S ^ (1 /2)] x A - (1.49 / 0.046) x [1.23 ^ (2/3)] x [0.024 ^ (1 /2)] x 16
I
1
/
/
= 92.2 CFS
+�
• �r
MAX CAPACITY VELOCITY - (1.49 / n) x [R ^ (2/3)] x [S -(1/2)] _ (1.49 / 0.056) x [1 .23 ^ (2/3)] x [0.024-(1/2)]
DIMENSIONS:
F
DA IS1e
�
now,, V_ am"
' � � �
• 0000'
� � Q5
• 4
385.4
)
APPROXIMATE
EXISTING TREE LINE
(PER KIRK HUGHES & ASSOC.
MINIMUM BOTTOM WIDTH = 4TT/S
MINIMUM DEPTH = 2 FT
MINIMUM SIDE SLOPE = 2:1
0.71 AC RWD j
\
• . \�-
SURVEY)
BICE
AVERAGE CHANNEL SLOPE = 0.024
LINING = VEGETATED WITH EC-2 MATTING
, \ }
000 •
/
EXISTING ROAD
\
\ +
•
( )
(PER KIRK HUGHES & ASSOC.
SURVEY)
DIVERSION CHANNEL JS2b
CALCULATIONS:
\ /
\
,�-�
• n
:
_
,�
Blossom Consulting and Engineering Inc.
RATIONAL METHOD, Q = CiA
C - 0.50 (ROUGH BARE SOIL)
/ \ /
'�
/
CRS
/
/ ' y> /
u\
EXISTING FENCE
1101 Professional Drive, Suite G
Williamsburg VA 23185
USING PLATES 5-1 AND 5-2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK,
/ / /
• • }
(PER KIRK HUGHES & ASSOC.
p: 757-870-4825
Tt OVERLAND WITH LENGTH OF 100 FT AND SLOPE OF 0.12= 0.009 HOURS
Tt SHALLOW WITH LENGTH OF 274 FT AND SLOPE OF 0.044 = 0.023 HOURS
Tt CHANNEL WITH LENGTH OF 154.7 FT AND SLOPE OF 0.052 = 0.005 HOURS
Tc = 0.036 HOURS = 2.18 MINUTES
}
` \ /
DA JS1 a
.
• � �/ �� •
�\
/
���
SURVEY)
EXISTING BUILDING
USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER (http://hdsc.nws.noaa.gov/hdsc/pfds�,
10 MINUTE 2-YR i - 3.98 INCHES/HOUR
10 MINUTE 10-YR i = 5.25 INCHES/HOUR
`
SB11 / \ /
,r
DV I
2.51 AC •
• X
/
(PER KIRK HUGHES &ASSOC.
SURVEY)
A - 2.86 ACRES
2-YR PEAK FLOW 2.86= CFS
` / \
//
/' •
• ••
• /
\
= 0.50 x 3.98 x 5.7
10-YR PEAK FLOW = 0.50 x 5.25 x 2.86= 7.5 CFS
SLOPE OF PROPOSED CHANNEL = RISE / RUN - 10 FT / 247 FT = 0.079
USING PLATE 5-2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, V = 4.6 FT/S
} `
` - . / ` / / 1 /'�
•
/ /
,
•
/
EXISTING CONTOURS
I
,\
\
\
MINIMUM FLOW AREA (A) = Q / V = 7.5 / 4.6 = 1.6 SQFT
% - ..
/ �` /
•
/ •
/
,
��
(PER KIRK HUGHES & ASSOC.
\ \
DESIGN DEPTH (d) = 2 FT
DESIGN BOTTOM WIDTH - 4 FT
L ` 1 /
SURVEY)
(b)
GIVEN 2:1 SIDE SLOPE, e = 2 FT x d = 2 FT x 2 = 4 FT
Z-e/d=4FT/2FT-2
TRAPEZOIDAL CHANNEL CROSS SECTIONAL AREA (A) _ (b x d) + [Z x (d ^ 2)]
��
•
•
/ /
EXISTING STREAM BUFFER
/
_ (4 FT x 2 FT) + [2 x ((2 FT) ^ 2)] - 16 SQFT
TRAPEZOIDAL CHANNEL TOP WIDTH = b + (2 x d x Z) = 4FT + (2 x 2 FT x 2) = 12 FT
TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R) _ {(b x d) + [Z x (d^2)]} / {b + {(2 x d x [((Z^2) + 1)^(1/2)]}}
` } �
W
/
�
(PER ALBEMARLE COUNTY)
_ {(4 x 2) + [2 x (2 ^ 2)]} / {4 + {(2 x 2 x [((2 ^ 2) + 1) ^ (1 /2)]}}
1.23 FT
CHANNEL LINING - VEGETATED WITH EC-3 MATTING,
PERMISSIBLE VELOCITY OF 4.0 - 7.0 FT/S
(VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 57)
�� } S S �
•
/ •
/
PROPOSED DIVERSION DIKE
�� �� ��
(http://www.virginiadot.org/business/resources/Materials/Approved_Lists.pdf)
/
USING TABLE 5-13 OF THE VESCH, RETARDANCE CLASSIFICATION = C
USING PLATE 5-29 OF THE VESCH, ROUGHNESS COEFFICIENT (n) = 0.036
k / X
\ / •
.
\ \\ \\ / \\ J/
MAX CAPACITY CAPACITY FLOW = (1.49 / n) x [R ^ (2/3)] x [S ^ (1 /2)] x A = (1.49 / 0.036) x [1.23 ^ (2/3)] x [0.079 ^ (1 /2)] x 16
=CFS
MAX CAPACITY VELOCITYY = = ( (1 .49 / n) x [R ^ (2/3)] x [S ^ (1 /2)] _ (1.49 / 0.036) x [1.23 ^ (2/3)] x [0.079 ^ (1 /2)]
PROPOSED CLEAR WATER
CWD
=1 3.4 FT/S
I
/
/ •
1
/ 7
J
i
DIVERSION
KEY PLAN
DIMENSIONS:
MINIMUM BOTTOM WIDTH = 4 FT
MINIMUM DEPTH = 2 FT
MINIMUM SIDE SLOPE = 2:1
OP
•
•
A
PROPOSED SUPER SILT FENCE
AVERAGE CHANNEL SLOPE = 0.079
LINING = VEGETATED WITH EC-3 MATTING
\ F /
x, X TJS1
--�
INSTALL TEMPORARY SEDIMENT TRAPS IN
LOCATION OF FUTURE J1 AND J2 BMPS PER DESIGN
x
SS`Fi
CLEAR WATER DIVERSION JS2a
�I
SPECIFICATIONS AND DIMENSIONS DEPICTED
HEREIN. INSTALL OUTFALL PROTECTION AT
CALCULATIONS:
RATIONAL METHOD, Q = CiA
CI
r
/
DIVERSION OUTFALLS AND AT OUTFALL OF
PROPOSED SEDIMENT TRAP PER DETAILS ON SHEET
1
PROPOSED STOCKPILE WITH
PERIMETER CONTROLS (SILT
SP
C = 0.20 (MIXED LANDUSE)
USING PLATES 5-1 AND 5-2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK,°L
�
17 AND 18.
1-)6
FENCE)
Tt OVERLAND WITH LENGTH OF 100 FT AND SLOPE OF 0.08- 0,193 HOURS
�o
v
�� I
\ 000,
��
Tt SHALLOW WITH LENGTH OF 580 FT AND SLOPE OF 0.064 = 0.040 HOURS
Tt CHANNEL WITH LENGTH OF 574.2 FT AND SLOPE OF 0.026 - 0.024 HOURS
Tc = 0.256 HOURS = 15.37 MINUTES
�� a 0000'
•
•
PROPOSED CONSTRUCTION
ENTRANCE
CE
USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER (http://hdsc.nws.noaa.gov/hdsc/pfds�,
10 MINUTE 2-YR i = 3.98 INCHES/HOUR
x
O +
•
10 MINUTE 10-YR i = 5.25 INCHES/HOUR
*040
�
�
� •
A = 5.26 ACRES
2-YR PEAK FLOW = 0.20 x 3.98 x 5.26= 4.2 CFS
10-YR PEAK FLOW = 0.20 x 5.25 x 5.26- 5.5 CFS
�
/ 3 4. U ` I
**WON
/
•
PROPOSED
TEMPORARY
TSC
SLOPE OF PROPOSED CHANNEL = RISE / RUN = 36 FT / 808.5 FT = 0.045
USING PLATE 5-2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, V - 3.4 FT/S
MINIMUM FLOW AREA V 1.6 SQFT
+ I
S
3166.8
1
STREAM CROSSING
ISSUE
(A) = Q / = 5.5 / 3.4 =
DESIGN DEPTH (d) = 2 FT I DA •
DESIGN BOTTOM WIDTH (b) = 4FT v _ CONTRACTOR TO INSTALL TEMPORARY CLEAR
k WATER DIVERSIONS UP SLOPE OF PROPOSED LOT
GIVEN 2:1 SIDE SLOPE, e = 2 FT x d = 2 FT x 2 = 4 FT
PROPOSED SEDIMENT TRAP_
(01)
Z=e/d=4FT/2FT=2
/
---___--
GRADING TO DIVERT RUNOFF FROM OFF SITE
REV #
DATE
DESCRIPTION
� _�
TRAPEZOIDAL CHANNEL CROSS -SECTIONAL AREA (A) = (b x d) + [Z x (d ^ 2)] • _ - --- CONTRIBUTING DRAINAGE AREAS AROUND THE
'
- (4 FT x 2 FT) + [2 x ((2 FT) ^2)] - 16 SQFT k / / __- _ -- DISTURBED AREAS DURING CONSTRUCTION. CLEAR
` WATER DIVERSIONS TO REMAIN IN PLACE UNTIL
TRAPEZOIDAL CHANNEL TOP WIDTH = b + (2 x d x Z) = 4 FT + (2 x 2 FT x 2) = 12 FT
TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R) _ {(b x d) + [Z x (d^2)]} / {b + {(2 x d x [((Z 2) + 1)^(1/2)]}}
_ {(4 x 2) + [2 x (2 ^ 2)]} / {4 + {(2 x 2 x [((2 ^ 2) + 1) ^ (1/2)]}}
I /
Yl /
:' /
_ _--=
_ --_ -
DISTURBED AREA IS STABILIZED AND STORMWATER
` INFRASTRUCTURE IS INSTALLED.
i
PROPOSED SEDIMENT BASIN
#1
3/2/18
PER COUNTY COMMENTS
#2
4/16/18
PER COUNTY COMMENTS
- 1.23 FT
•
CHANNEL LINING =VEGETATED WITH EC-2 MATTING,
PERMISSIBLE VELOCITY OF 0-4.0 FT/S
j
X
(VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 57)
(http://www.vi rg i n iadot. org/business/resources/Materials/App roved_Lists. pdf)
USING TABLE 5-13 OF THE VESCH, RETARDANCE CLASSIFICATION = C
I,
/
•
`
PROPOSED CONSTRUCTION
CRS
USING PLATE 5-29 OF THE VESCH, ROUGHNESS COEFFICIENT (n) - 0.041
MAX CAPACITY FLOW = (1.49 / n) x [R ^ (2/3)] x [S-(1/2)] x A = (1.49 / 0.041) x [1 .23 ^ (2/3)] x [0.045 ^ (1 /2)] x 16
O I"') /
r
•
ROAD STABILIZATION
=CFS
•
.6
MAX CAPACITY VELOCITY = (1.49 / n) x [R-(2/3)] x [S -(1/2)] _ (1.49 / 0.041) x [1 .23 ^ (2/3)] x [0.045 ^ (1 /2)]
=8.85 FT/S
\
\
PROPOSED CONSTRUCTION
DIMENSIONS:
'MINIMUM /
ACCESS ROUTE (USE DUST CONTROL
BOTTOM WIDTH = 4FT
MINIMUM DEPTH = 2 FT
k A
�
PER VESCH 3.39)
MINIMUM SIDE SLOPE = 2:1
AVERAGE CHANNEL SLOPE = 0.045
LINED =VEGETATED WITH EC-2 MATTING
�\
� � � � �� � � V
• DA JS2a
•
�
� -�
,o
�\
DA JS2b
2.86 AC
5.26 AC
PROPOSED OUTFACE
PROTECTION
OP
SEDIMENT TRAP JS1
i
\�
CALCULATIONS:
DA - 2.51 ACRES
REQUIRED STORAGE = 134 CY PER ACRE = 336.3 CY
\
OP TJS 2
i \ � �l , '� � �
ALT H ��
IF VOLUME 1 = 0.85 x NORMAL POOL SURFACE AREA x WET DEPTH,
I, I / I / + \
11l\ 11l ;' 11l
NOTE: ALL PERIMETER
SILT FENCE ADJACENT
TO
Q
THE REQUIRED NORMAL POOL SURFACE AREA = 168 CY / (0.85 x 2 FT) = 2,671 SF
IF VOLUME 2 = [(NORMAL POOL SURFACE AREA + CREST SURFACE AREA) / 21 x DRY DEPTH
C \
BLOCK J (EAST)
PRESERVED STREAM CHANNELS SHALL BE SUPER
SILT FENCE AS SHOWN ON DETAIL SHEET 18.
(1
THE REQUIRED CREST SURFACE AREA = [2 x (168 CY / 2 FT)] - 2,671 SF = 1,870 SF
(i ` \
/ S
4,
SCOTT C. BLOSSOM a
MINIMUM FLOW PATH LENGTH = 80 FT
EFFECTIVE WIDTH - NORMAL POOL SURFACE AREA / LENGTH = 2,671 / 80 - 33.4 FT
MINIMUM LENGTH TO WIDTH RATIO = LENGTH / EFFECTIVE WIDTH = 80 / 33.4 = 2.4:1
DIMENSIONS:
NORMAL POOL SURFACE AREA = 2,671 SF, ELEVATION = 336
I /\
D` V,
\
Lic. No. 40287
MINIMUM FLOW PATH LENGTH = 80 FT
MINIMUM EXCAVATION DEPTH = 4 FT, BOTTOM ELEVATION = 332
BANK HEIGHT = 6 FT, ELEVATION = 338
11l 11l 11l �1l Yl
\
/ 0 �/ �/ �/
N
`�I ONAL
MINIMUM BERM TOP WIDTH - 3 FT
OUTLET HEIGHT = 2 FT, ELEVATION = 336
MINIMUM WEIR LENGTH - 6 x DA - 6 x 2.51 - 15.1 FT
\`
�l �l P f
xNOTE_
: ALL CLEAR WATER DIVERSIONS SHALL
�j 0 � TERMINATE INTO OUTFACE PROTECTION RIP
MINIMUM EXCAVATION SIDE SLOPE = 2:1
MINIMUM EMBANKMENT SIDE SLOPE = 3:1
\
- -
�
_
��
_� 6 (CL 1
\ 0
MEOW_\�
\�,_
RAP MIN LENGTH 20 FT).
SEDIMENT TRAP JS2
\
-
Job No: 1005
Drawn By: BCE
Date: 12.04.2017
Checked By: Scott C. Blossom, P.E.
CALCULATIONS: d NOTE: ALL SILT FENCE AND SUPER SILT FENCE
DA 2.86 ACRES
=
REQUIRED STORAGE = 134 CY PER ACRE = 383.2 CY
R
�"
\
\
SHALL BE A MINIMUM OF FT FROM STREAM
Jc
E & S STAGE 1: BLOCK J (EAST)
IF VOLUME 1 = 0.85 x NORMAL POOL SURFACE AREA x WET DEPTH,
�,��, • •
BANKS.
SCALE: INCH
= 5o FEET
THE REQUIRED NORMAL POOL SURFACE AREA - 191.6 CY / (0.85 x 4 FT) - 1,521.7 SF
• •
\
IF VOLUME 2 = [(NORMAL POOL SURFACE AREA + CREST SURFACE AREA) / 2] x DRY DEPTH
\
• •'
THE REQUIRED CREST SURFACE AREA - [2 x (191.6 CY / 2 FT)] - 1521.7 SF - 3,651.5 SF
NOTE: SILT FENCE SHALL NOT BE
MINIMUM FLOW PATH LENGTH = 60 FT
EFFECTIVE WIDTH - NORMAL POOL SURFACE AREA / LENGTH = 1521.7 / 60 - 25.4 FT
\
INSTALLED ACROSS SPILLWAYS.
0 50 100
150
MINIMUM LENGTH TO WIDTH RATIO = LENGTH / EFFECTIVE WIDTH = 60 / 25.4 = 2.411
DIMENSIONS:
OUTFALL
`
NORMAL POOL SURFACE AREA = 1522 SF, ELEVATION = 332
CONTOUR INTERVAL
= 2FT
MINIMUM FLOW PATH LENGTH = 60 FT
MINIMUM EXCAVATION DEPTH - 4 FT, BOTTOM ELEVATION - 328
BANK HEIGHT = 2 FT, ELEVATION = 334
MINIMUM BERM TOP WIDTH - 3 FT
OUTLET HEIGHT = 2 FT, ELEVATION = 332
MINIMUM WEIR LENGTH = 6 x DA = 6 x 2.86 = 17.2 FT
MINIMUM EXCAVATION SIDE SLOPE = 2:1
NOTE: ALL CLEAR WATER DIVERSIONS SHALL
TERMINATE INTO OUTFACE PROTECTION (CL 1 RIP
MINIMUM EMBANKMENT SIDE SLOPE = 3:1
PHASE 2 • STAGE 1 EROSION AND SEDIMENT CONTROL
•
PLAN (BLOCK J (EAST))
_
RAP MIN LENGTH 20 FT).
N TS
PHASE 2: STAGE 2, BLOCK I AND J EAST SUMMARY v I P D I ' �^
�4b.5
+ / 1 IP
LEGEND
�; )
THIS PHASE 2 STAGE 2 EROSION AND SEDIMENT CONTROL PLAN ,/
_\
RIVANNA VILLAGE:
FOR RIVANNA VILLAGE BLOCK J (EAST) INCLUDES STABILIZATION f O P /
OF UPLAND GRADED AREAS UPON REACHING SITE GRADES. STAGE \ / \ \ I P
PROPOSED LIMITS
OF DISTURBANCE LOD
EROSION AND SEDIMENT
2 PRACTICES SHALL BE IN PLACE UPON COMPLETION OF ROAD '�/ \ \ \ / / I P
CONTROL PLAN
\ �_' % • •
CONSTRUCTION AND INSTALLATION OF STORM DRAINAGE / /✓/�
INFRASTRUCTURE. THE STAGE 2 EROSION AND SEDIMENT \ \ \ I • •
• / ' / P
SITE BENCHMARK
CONTROL PLAN FOR BLOCK G INCLUDES THE FOLLOWING �. �. ` \ / • •
+
(PER ROUDABUSH, GALE AND
AMENDMENT 1 AND PHASE 11
MEASURES: �'� v + X BMP 12 ••�
/ ASSOC. SURVEY) R
SU
ALBEMARLE COUNTY, VIRGINIA
1.) INSTALLATION OF INLET PROTECTION AT ALL INSTALLED STORM ' ' �� ,_�,\ �� x \ + eG ,� •
\ - � •
DRAIN INLETS � �� ' � - �_ ; ;_ -, � � 1 P _ � � — � 1 P
OP \ .../
I
EXISTING WETLANDS
W W y PER KIRK HUGHES & ASSOC.
�' �' �'
��` SURVEY)
2.) INSTALLATION OF OUTFALL PROTECTION AT ALL STORM �I "3 6 % P +
DRAINAGE OUTFALLS. \ kk'� C D '�� ` + \ `� ;
,a; v \ \ \ IS / O P I
6, Q3.)
EXISTING
STREAM CHANNEL LIMITS
ROUGH GRADING OF PROPOSED PERMANENT BMPS (WET
\ \ • �,'... �'34 y� \\ a � IP r •
SWALES J1 AND J2) TO APPROXIMATE DESIGN ELEVATIONS, AND�i�
(PER KIRK HUGHES & ASSOC.
SURVEY)
/ PV -�
PERMANENT STABILIZATION OF PERIMETER GRADES. �� � �
A �
�� i`�
\ // \\ \, /
EXISTING POND
(PER KIRK HUGHES & ASSOC.
4.) INSTALLATION AND STABILIZATION OF PRINCIPAL OUTFALL \\ .. �f
WEIRS AS SPECIFIED ON THE STORMWATER MANAGEMENT PLANS \ � \\'\ \( \ BMP 13 ice_ I
SURVEY)
,
(STAGE 3). DO NOT INSTALL FINAL WET SWALE PLANTINGS OR FINE ` / 1 \ \ �\ \\�\ \ \ \\ \ \ I P /, /'' •
APPROXIMATE
GRADE UNTIL ALL CONSTRUCTION IN THE CONTRIBUTING f\ TS
\`
EXISTING TREE LINE
WATERSHED IS COMPLETE AND/OR PERIMETER EROSION AND \ \� \ \\ \ + I` ` '-�- , . \
SEDIMENT CONTROLS ARE IN PLACE IN ASSOCIATION WITH \ \ \\ \ \ �\ \\ t3'�5
INDIVIDUAL LOT GRADING. V\ \ \ \\ \ \\�+ \ ! •
(PER KIRK HUGHES & ASSOC.
SURVEY)
BICE
\ \�. �v A .
SITE LANDSCAPING OUTSIDE OF PROPOSED PERMANENT BMPS \\ / ��
EXISTING ROAD
5.) ,• \\ \ \\ \ \ / STABILIZE SWALE WITH EC-2 MATTING AND RE -PLANT
MAY BE INSTALLED PER THE LANDSCAPE PLANS UNDER \� i l i TRIBUTARY STREAM BUFFER AS SPECIFIED ON
(PER KIRK HUGHES & ASSOC.
Blossom Consulting Engineering Inc.
(PROVIDED \ \ s• .,
\ \\ BUFFER MITIGATION PLANS (SHEET SR-3).
SURVEY
—' )
SEPARATE COVER) ONLY AS APPROVED BY THE LANDSCAPE 1 i 341 `• '!
ARCHITECT.
_
EXISTING FENCE
and
1101 Professional Drive, Suite G
6.) REMOVAL OF TEMPORARY RIGHT OF WAY DIVERSIONS AS \ I \ ` / ,: ; •
•
(PER KIRK HUGHES & ASSOC.
/ SURVEY)
Williamsburg VA 23185
p 757-870-4825
SHOWN ON THE SITE GRADING PLANS AND STABILIZATION WITH \ BMB M = t r %:`
STABILIZATION SEED MIX AND MATTING. ALL DISTURBED AREAS / / \ '•
\ �, ••'
TO BE SEEDED SHALL RECEIVE 6 INCHES TOPSOIL PRIOR TO + 343.5 \ \ \ \ \\ \ ` ` \/ % / •
SEEDING AND MATTING. \ `(�/ \ \\ SEE LANDSCAPE PLANS PROVIDED UNDER
E
EXISTING BUILDING
) (PER KIRK HUGHES & ASSOC.
-,
V V'. . ( SEPERATE COVER FOR LANDSCAPE PLANTING
\ 341.5 _ �
�7.) INSTALLATION OF CHECK DAMS IN STAGE 2 LOW FLOW (STAGE 3 ��,, `l - � _ INSTALLATION AND GUIDELINES REGARDING FINAL
\ 342.2 /
�-�� SURVEY)
\L,
\
;� \\ \ / � �. � �� , STABILIZATION OF LOT AREAS. PER THIS STAGE 2
HIGH FLOW) CHANNELS OF EACH WET SWALE, AND STABILIZATION I:, ! ! \\ \PLAN SET, ALL LOTS SHALL RECEIVE TEMPORARY
I
EXISTING POWER POLE
�L
OF LOW FLOW CHANNEL WITH SUBSTRATE ENHANCEMENT (1 FT x i j \ \ TS SEEDING AND/OR TEMPORARY STABILIZATION
CLASS 1 RIP RAP OVERLAIN WITH 3-6 INCH ROUNDED RIVER ; I \\ \ \ ` \ / I / ( J MEASURES (I.E. MULCH) UPON COMPLETION OF
\ \ / I P 1 P STAGE 2 GRADING ACTIVITIES,
J (PER KIRK HUGHES & ASSOC.
` \ - SURVEY)
\ \
COBBLE IN LOW FLOW CHANNEL ONLY, BETWEEN CHECK DAMS) .BM
EXISTING SIGN
8.) COMPACTED EARTHEN BERM FORMING WET SWALE LOW HEAD �� R R \` \ \ \ �; // / f •
EMBANKMENT SHALL BE COMPACTED AND STABILIZED WITH
��
PER KIRK HUGHES & ASSOC.
SURVEY)
/ 1
STABILIZATION SEED MIX AND EROSION CONTROL MATTING (EC-2) '•' !VAvv �� i 1, i
AS SHOWN ON DETAIL SHEETS 17 AND 18.
��
� I
�����,
9.) ALL GRADED LOTS SHALL BE TEMPORARILY STABILIZED PER I(/� •
VESCH STANDARDS UNTIL INDIVIDUAL LOT CONSTRUCTION IS `f + ' ), •
EXISTING CONTOURS
(PER KI
��� SURVEY)K HUGHES & ASSOC.
\
\�
} I�'
COMPLETED. BM -- / / W I
+ ip
O P
1o.) PHASE 2 STAGE 2 EROSION AND SEDIMENT CONTROL PLANS _
%
DEPICT ELEMENTS TO BE IN PLACE PRIOR TO CONVERSION TO y+ - \ •
PERMANENT BMP FACILITIES AS SHOWN ON THE STORMWATER
j / EXISTING STREAM BUFFER
( (PER ALBEMARLE COUNTY)
PLAN (STAGE 3 TO BE COMPLETED UPON COMPLETION OF LOT 's. OP 1 / •, •
��
KEY PLAN
CONSTRUCTION AND FINAL STABILIZATION OF UPLAND DRAINAGE PLACE RIPRAP ON SPILLWAY AS SPECIFIED
x / ��
AREAS) IN STAGE 3 SWM PLAN SET. CD 1 P •
PROPOSED LOTS (STABILIZED
1 �� •
/ TS
/.
UPON COMPLETION OF PHASE 2)
1 -
11.) ALL EROSION AND SEDIMENT PERIMETER CONTROLS SHALL -- SSF x \ F I CD
REMAIN IN PLACE THROUGHOUT CONSTRUCTION ACTIVITIES AND
REMOVED ONLY WHEN FINAL SITE STABILIZATION IS ACHIEVED.:. / ;', TS
+
PROPOSED LANDSCAPE PLANTINGS
(SEE LANDSCAPE PLANS)
STAGE 2 INTERMEDIATE BMP 11 EMBANKMENT TO _ •
BE COMPACTED AND STABILIZED PER C �/ /` I -
~^i
:,''/ _
SPECIFICATIONS ON STAGE 3 STORMWATER PLANS X CD/ o i
/ /�
AND STABILIZED WITH STABILIZATION SEED MIX �,., �� \---•_.�
AND EC-3 MATTING. ALL DISTURBED AREAS TO
PROPOSED STORM DRAIN (SEE
,
SITE PLANS BYALAN
X ' RECEIVE SEED MIX SHALL BE FINE GRADED WITH 6 3 / j �/ I
INCHES TOPSPOIL PRIOR TO SEED APPLICATION PER I P •
\, FRANKLIN P.E.)
��
VESCH STANDARDS AND SPECIFICATIONS. t / a / 1 F •
/ /
�T
I P
BM °� J / �/ I
PROPOSED RIGHT OF WAY
DIVERSION RWD
I P i i I
PROPOSED SUPER SILT FENCE SSF
x
ISSUE
REV #
DATE
DESCRIPTION
o
J I P=
PROPOSED OUTFALL
PROTECTION OP
#1
3/2/18
PER COUNTY COMMENTS
#2
4/16/18
PER COUNTY COMMENTS
+
3 0.7 �� -OP�
BMP J2 •
\ PROPOSED INLET
PROTECTION
SSF C \ ' I
�� PROPOSED
INTERMEDIATE BMP
i I •
2 •
(� GRADING (STAGE E&S)
\' 9z -
STAGE 2 INTERMEDIATE BMPS J1 AND J2 :^ \
2
-
EMBANKMENTS TO BE COMPACTED AND
j STABILIZED PER SPECIFICATIONS ON STAGE 3 1,
+ �\ i i ' •
I /'
STORMWATER PLANS AND STABILIZED WITH / �,I/ CD PB i I
STABILIZATION SEED MIX AND EC-2 MATTING. ALL \ ��
PERMANENT
I STABILIZATION
DISTURBED AREAS TO RECEIVE SEED MIX SHALL BE I' ;+ \ 1 \ I u •
•
/
-�
FINE GRADED WITH 6 INCHES TOPSOIL PRIOR TO \ y� \I/
JJ SEED APPLICATION PER VESCH STANDARDS AND BM M + 1'� \ ,I
SPECIFICATIONS. I BLOCK J (EAST)-��
+ ', ',
TEMPORARY
TS
�LTH op
°r
)
:y \ \ �.%
� STABILIZATION
SCOTT C. BLOSSOM
\ \
a
\
PROPOSED SEEDING
gM AND EROSION CONTROL
Lic. No. 40287
\
X
MATTING
IONAL
3 6 0 o
.- OP
� PROPOSED BLOCK LIMITS
\ ,
N
\ \ NOTE: ALL PERIMETER SILT FENCE ADJACENT TO
Job No: 1005
Drawn By: BCE
Date: 12.04.2017
Checked By: Scott C. Blossom, P.E.
PRESERVED STREAM CHANNELS SHALL BE SUPER
•
�----\ SILT FENCE AS SHOWN ON DETAIL 4, SHEET 18.
• � I' • \ \
E & S STAGE 2: BLOCK J (EAST)
• I
. • • \ \ NOTE: SEE STORMWATER MANAGEMENT PLANS
•' \ OUTFALL \ STAGE FOR STABILIZATION AREAS AND PROPOSED
�' 3
• i' • \ \ MEASURES TO BE IMPLEMENTED IN STAGE 2
SCALE: 1 INCH = 5o FEET
/ ,
• • \ \ DURING INTERMEDIATE BMP GRADING STAGE.
3 �. •
0' 50' 100' 150'
'' \ \
CONTOUR INTERVAL = 2 FT
ES 12
PHASE 2: STAGE 2 EROSION AND SEDIMENT CONTROL PLAN (BLOCK J (EAST))
344
343
342
341
DIVERSION SWALE JS2b
among
■ • J
CHANNEL
�MENE
WIDTH
001111
..............
3400 5 10 15 20
DISTANCE (FT.)
DIVERSION SWALE CROSS-SECTION
VERTICAL SCALE: 1 " = 2' HORIZONTAL SCALE: 1 " = 5'
DIMENSIONS
TOP WIDTH - 12.0 FT.
MAX. DEPTH - 2.0 FT.
34
344
342
340
338
336
334
332
330
328
34
344
342
340
338
336
334
332
330
328
0+00 0+10 0+20 0+30 0+40 0+50 o+6o 0+70 o+8o o+go 1+oo 1+10 1+20 1+30 1+40 1+50
CROSS SECTION F-F(SEDIMENT TRAP JS1)
VERTICAL SCALE: 1"=4' HORIZONTAL SCALE 1"=20
340 340
338 338
STAGE 1: SEDIMENT
EXISTING TRAP SPILLWAY (SEE
336 \ GRADE DETAIL 6, SHEET > 8) 336
\
334 \ 334
PROPOSED STRUCTURAL
332 FILL SEE NOTES SHEET 18 332
y �
330 330
\--PROPOSED GRADE
328 328
STAGE i1
SEDIMENT TRAP \ jl
326 — - -STAGE 3: LEVEL 2 WET SWALE (J2) 1326
II
(SEE STORMWATER PLANS)
324 �� -- -- -- -- -- -- -- --� 324
0+00 0+10 0+20 0+30 0+40 0+50 o+6o 0+70 o+8o o+go 1+oo 1+10 1+20 1+30 1+40
CROSS SECTION G-G' (SEDIMENT TRAP JS2)
VERTICAL SCALE: 1"=4' HORIZONTAL SCALE 1"=20
RIVANNA VILLAGE:
EROSION AND SEDIMENT
CONTROL PLAN
AMENDMENT 1 AND PHASE II
ALBEMARLE COUNTY, VIRGINIA
SCE
Blossom Consulting and Engineering Inc.
1101 Professional Drive, Suite G
Williamsburg VA 23185
p: 757-870-4825
KEY PLAN
ISSUE
REV # DATE DESCRIPTION
#1 3/2/18 PER COUNTY COMMENTS
#2 4/16/18 PER COUNTY COMMENTS
AtiT H op I'r�
o �
U SCOTT C. BLOSSOM a
Lic. No. 40287
o 147
�s`SIONAL E��1
Job No: 1005 Drawn By: BCE
Date: 12.04.2017 Checked By: Scott C. Blossom, P.E.
BLOCK J (EAST): CROSS SECTIONS
FILEPATH:C:\Users\Hill\Dropbox\Projects\005 RivannaNEW\Design and Analysis\CAD\005_RivannaPH2_ESC_REV2.dwgIHill jApr 12, 2018 at 11:561Layout: 13 Blk Jeast (XS)
ES - 13
SEDIMENT TRAP JS3
CALCULATIONS:
/
}
/
SC '
DA = 2.15 ACRES
REQUIRED STORAGE = 134 CY PER ACRE 288.1 CY
EXISTING SEDIMENT TRAP FROM PHASE
^
LEGEND
F
IF VOLUME 1 = 0.85 x NORMAL POOL SURFACE AREA x WET DEPTH,
THE REQUIRED NORMAL POOL SURFACE AREA = 144.1 CY / (0.85 x 4 FT) = 1,144 SF
IF VOLUME 2 = [(NORMAL POOL SURFACE AREA + CREST SURFACE AREA) / 2] x DRY DEPTH
/ 1 TO REMAIN DURING PHASE 2
- CONSTRUCTION. TRAP SHALL, BE
__ __- --- -
CONVERTED STORMWATER
\
} S B \
#4 I
RIVAN NA VILLAGE.
EROSION AND SEDIMENT
THE REQUIRED CREST SURFACE AREA = [2 x (144.1 CY / 2 FT)] - 1,144 SF = 2,745 SF
--- -- - - TO BMP PER
PHASE PLANS UPON STABILIZATION
�, �;'
'
MINIMUM FLOW PATH LENGTH = 60 FT
EFFECTIVE WIDTH = NORMAL POOL SURFACE AREA / LENGTH = 1144 / 60 = 19.1 FT
1
� BLOCK H OF CONTRIBUTING WATERSHED
/
}
�� %
PROPOSED LIMITS
OF DISTURBANCE
CONTROL PLAN
MINIMUM LENGTH TO WIDTH RATIO = LENGTH / EFFECTIVE WIDTH = 60 / 19.1 = 3:1
DIMENSIONS:
/
NORMAL POOL SURFACE AREA = 1144 SF, ELEVATION = 348V
MINIMUM FLOW PATH LENGTH = 60 FT
/ y/ /
/\
R
S' F
I
-!
SITE BENCHMARK
AMENDMENT 1 AND PHASE II
MINIMUM EXCAVATION DEPTH = 4 FT, BOTTOM ELEVATION = 342
BANK HEIGHT 2 FT, ELEVATION 350
/ /
35 �� / / /
I
(
(PER ROUDABUSH, GALE AND
= =
MINIMUM BERM TOP WIDTH = 3 FT
/
/ 5 /
" /
x 1 \
ASSOC. SURVEY)
ALBEMARLE COUNTY, VIRGINIA
OUTLET HEIGHT = 2 FT, ELEVATION = 348
MINIMUM WEIR LENGTH = 6 x DA = 6 x 2.15 = 12.9 FT
MINIMUM EXCAVATION SIDE SLOPE = 2:1
/ / 5 /
\ k X /
X X
L
\ ,
y �y
EXISTING WETLANDS
MINIMUM EMBANKMENT SIDE SLOPE = 3:1
SEDIMENT TRAP JS4
/ / 5
/ SC /
- X EXISTING SEDIMENT BASIN FROM \
PHASE 1 TO REMAIN UNTIL FINAL
x
I `
yy'.
y� .
(PER KIRK HUGHES &ASSOC.
SURVEY)
CALCULATIONS:
DA = 1.31 ACRES
REQUIRED STORAGE = 134 CY PER ACRE = 175.5 CY
/ # 1 5 /
/
`•; // /
3 CONVERSION TO BMP I1
/ I
\
`
EXISTING
STREAM CHANNEL LIMITS
IF VOLUME 1 = 0.85 x NORMAL POOL SURFACE AREA x WET DEPTH,
THE REQUIRED NORMAL POOL SURFACE AREA = 87.8 CY / (0.85 x 4 FT) = 697 SF
/ % J
/
I
\ S
t
(PER KIRK HUGHES & ASSOC.
SURVEY)
IF VOLUME 2 = [(NORMAL POOL SURFACE AREA + CREST SURFACE AREA) / 2] x DRY DEPTH
THE REQUIRED CREST SURFACE AREA = [2 x (87.8 CY / 2FT)] - 697 SF = 1,674 SF
MINIMUM FLOW PATH LENGTH = 145 FT
k
� � i / ST
^ // \+
EXISTING SEDIMENT TRAP FROM \� I
% � PHASE 1 (HSl) TO REMAIN /•J
\
�
I `
EXISTING POND
EFFECTIVE WIDTH = NORMAL POOL SURFACE AREA / LENGTH = 697 / 145 = 4.8 FT
MINIMUM LENGTH TO WIDTH RATIO =LENGTH /EFFECTIVE WIDTH = 145 / 4.8 = 30:1
s df
L
DURING PHASE 2 CONSTRUCTION I
f 1
(PER KIRK HUGHES & ASSOC.
DIMENSIONS:
NORMAL POOL SURFACE AREA = 697 SF, ELEVATION = 336
MINIMUM FLOW PATH LENGTH = 145 FT
MINIMUM EXCAVATION DEPTH = 4 FT, BOTTOM ELEVATION = 332
BANK HEIGHT = 2 FT, ELEVATION = 338
MINIMUM BERM TOP WIDTH = 3 FT
OUTLET HEIGHT = 2 FT ELEVATION = 336
s / ` +
`
, \ 5 7 + \_
35 f
\ x \ X
+ /. � . ll
\
�t
.� _ _ _ - _ _
VV ll
`- v
/
_' �_
/
/ J
/
i \
% \ `
i��
)
SURVEY
APPROXIMATE
EXISTING TREE LINE
(PER KIRK HUGHES & ASSOC.
113CE
MINIMUM WEIR LENGTH = 6 x DA = 6 x 1.31 = 8 FT
� � �
BM 3 4 7.0 X / -� --���
�-
SURVEY)
MINIMUM EXCAVATION SIDE SLOPE = 2:1
MINIMUM EMBANKMENT SIDE SLOPE = 3:1
SEDIMENT TRAP JS5b
\ \ ` / \ 344.6
\ �. + L \ X / X + r- x
�' \ti x / x
I \ 3 �% ` `� X / x / �l SSF x j X - X - x \+��
\
EXISTING ROAD
(PER KIRK HUGHES &ASSOC.
Blossom Consulting Engineering Inc.
CALCULATIONS:
= 1.53 ACRES
I---
I�- I � + �
\ X \ vc, L O \ / / \
RWD - `- -- X +
��
� � �, +
x
�
i -�
SURVEY)
and
1101 Professional Drive, Suite G
Williamsburg VA 23185
g
RE
REQUIRED STORAGE = 134 CY PER ACRE = 205.0 CY
IF VOLUME 1 = 0.85 x NORMAL POOL SURFACE AREA x WET DEPTH,
THE REQUIRED NORMAL POOL SURFACE AREA = 102.5 CY / (0.85 x 4FT) = 814.1 SF
\ \
\ \ + J O
� j= \
x
P ` ` I\ \" - ` ��
r
+
EXISTING FENCE
(PER KIRK HUGHES & ASSOC.
p: 757-870-4825
ITHE REQUIRED CREST SURFACE AREA = [2 x (102.5 CY / 2 FT)] - 814.1 SF VOLUME 2 = [(NORMAL POOL SURFACE AREA + CREST SURFACE AREA) / 2] x DRY DEPTH j SURVEY)
F = 1953.4 SF \ \ k / ��
MINIMUM FLOW PATH LENGTH = 45 FT
\ X �4
O P
��
KEY PLAN
EFFECTIVE WIDTH = NORMAL POOL SURFACE AREA / LENGTH = 814.1 / 45 = 18.1 FT
MINIMUM LENGTH TO WIDTH RATIO = LENGTH / EFFECTIVE WIDTH = 45 / 18.1 = 2.5:1
DIMENSIONS:
\ '
\ \ �
/ �\
/
(i f
3 3 `j
�\
/�c�
C
EXISTING BUILDING
PER KIRK HUGHES & ASSOC.
-,
f �L
NORMAL POOL SURFACE AREA = 814.1 SF, ELEVATION = 348
MINIMUM FLOW PATH LENGTH = 45 FT
o +
\ 0000
~I
^
�
3 \^ 3L
4-
SURVEY)
\
MINIMUM EXCAVATION DEPTH - 4 FT, BOTTOM ELEVATION - 344
BANK HEIGHT = 2 FT, ELEVATION = 350
IL
MINIMUM BERM TOP WIDTH = 3 FT
ST
/
k
�� Y
\
\
EXISTING CONTOURS
\
OUTLET HEIGHT = 2 FT, ELEVATION = 348
MINIMUM WEIR LENGTH = 6 x DA = 6 x 1.53 = 9.2 FT
� JS3
/
�2
(PER KIRK HUGHES & ASSOC.
SURVEY)
MINIMUM EXCAVATION SIDE SLOPE = 2:1
MINIMUM EMBANKMENT SIDE SLOPE = 3:1
'
\ / }
_--
CLEAN WATER DIVERSION JS5a
CALCULATIONS:
RATIONAL METHOD, Q = CiA
► \ o CRS +
♦
;
- / W. +
` =
\
/
EXISTING STREAM BUFFER
(PER ALBEMARLE COUNTY)
A= 2.09 ACRES
C = 0.21 (MIXED LANDUSE)
USING PLATES 5-1 AND 5-2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK,
`
\ ,
♦♦ S
a Q
3 5 7. 10. �J
`
I
_
Tt OVERLAND WITH LENGTH OF 100 FT AND SLOPE OF 0.042= 0.250 HOURS
\
51
\ 1
Tt SHALLOW WITH LENGTH OF 221 FT AND SLOPE OF 0.049 = 0.017 HOURS
Tt CHANNEL WITH LENGTH OF 86.8 FT AND SLOPE OF 0.104 = 0.002 HOURS
Tc = 0.269 HOURS = 16.13 MINUTES
`
\ .
♦ \ o '�
• \ �- DA JS3
INSTALL TEMPORARY SEDIMENT TRAPS IN/I
` LOCATION OF FUTURE J3 AND J5 BMPS PER
DESIGN SPECIFICATIONS AND DIMENSIONS
PROPOSED DIVERSION DIKE
DV
`\
`
2.15 AC \
\\
X
` DEPICTED HEREIN. INSTALL OUTFALL
�\ J
USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER (http://hdsc.nws.noaa.gov/hdsc/pfdsn,
10 MINUTE 2-YR i = 3.98 INCHES/HOUR
/j o
3 \
♦ `t \�
♦
` / PROTECTION AT DIVERSION OUTFALLS AND
10 MINUTE 10-YR i = 5.25 INCHES/HOUR
2-YR PEAK FLOW = 0.21 x 3.98 x 2.09= 1.74 CFS
1 0-YR PEAK FLOW = 0.21 x 5.25 x 2.09= 2.3 CFS
\ \ \
` \
♦ o
/ AT OUTFALL OF PROPOSED SEDIMENT TRAPS
f SF ` / �,
I PER DETAILS ON SHEET 17 AND 18.
PROPOSED CLEAR WATER
CWD
SLOPE OF PROPOSED CHANNEL = RISE / RUN = 25 FT / 404 FT = 0.062
MAX. PERMISSIBLE VELOCITY OF EC-2 MATTING, V = 4.0 FT/S (USE 2.7 FT/S)
MINIMUM FLOW AREA (A) = Q / V = 1.9 / 2.7 = 0.7 SQFT
\5- \0000\
` *00,00 -
♦ \ \
♦ vvv�
DIVERSION
DESIGN DEPTH (d) = 2 FT
DESIGN BOTTOM WIDTH (b) = 4 FT
GIVEN 2:1 SIDE SLOPE, e=2FTxd=2FTx2=4FT
\
` \ r!
\ \0 ►
\ /
f \
/
1
c:1,_
PROPOSED SUPER SILT FENCE
SSF
Z=e/d=4FT/2FT=2
TRAPEZOIDAL CHANNEL CROSS -SECTIONAL AREA (A) = (b x d) + [Z x (d ^ 2)]
` ♦
\ / \ BLOCK J (WEST)
I,
Y�
/
= (4 FT x 2 FT) + [2 x ((2 FT) ^ 2)] = 16 SQFT
MOORS\
�
\
/
\
TRAPEZOIDAL CHANNEL TOP WIDTH = b + (2 x d x Z) = 4 FT + (2 x 2 FT x 2) = 12 FT
TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R)
_ {(b x d) + [Z x (d ^ 2)]} / f b + f (2 x d x [((Z ^ 2) + 1) ^ (1 /2)]}}
�� , -
♦ \\ \\ i �- _
j
\ j \ / /
PROPOSED STOCKPILE WITH
PERIMETER CONTROLS (SILT
SP
={(4 x 2) + [2 x (2 ^ 2)]} / {4 + {(2 x 2 x [((2 ^ 2) + 1) ^ (1 /2)]}}
\ \\ \ i
f / i / 3 0.7
FENCE)
=1 .23 FT
♦
CHANNEL LINING = VEGETATED WITH EC-2 MATTING,
PERMISSIBLE VELOCITY OF 0-4.0 FT/S
(VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 57)
(http://www.virginiadot.org/business/resources/Materials/Approved_Lists.pdf)
` \
♦ �J 1
,-' / = �✓ J
\
xx
/
PROPOSED CONSTRUCTION
ENTRANCE
CE
USING TABLE 5-13 OF THE VESCH, RETARDANCE CLASSIFICATION = C
`
USING PLATE 5-29 OF THE VESCH, ROUGHNESS COEFFICIENT (n) = 0.044
MAX CAPACITY FLOW
= (1.49 / n) x [R ^ (2/3)] x [S ^ (1 /2)] x A = (1.49 / 0.044) x [1.23 ^ (2/3)] x [0.062 ^ (1 /2)] x 16
=154.9 CFS
XX
♦ xX 1
X ♦ / - /_ /
` j \I/
I
OP �/
\
`
PROPOSED
TSC
MAX CAPACITY VELOCITY
= (1 .49 /S) x [R ^ (2/3)] x [S ^ (1 /2)] _ (1.49 / 0.041) x [1.23 ^ (2/3)] x [0.062 ^ (1 /2)]
DIMENSIONS:
♦ ' `Il \l/ `I'` Imo' X X
/ ♦ r \�y\�\ l�Il_ \ \` SSF t
I, I/ I, I/ 11l
� `" �- --=-- \I/ \I/ i
/ \I
j Y/
TEMPORARY
STREAM CROSSING
ISSUE
MINIMUM BOTTOM WIDTH = 4 FT
MINIMUM DEPTH = 2 FT
♦ � Y� Y� Y� \Y� - _
_-
/ ♦ ' .� \
`
BM Sf
/ X
�� / �� --
$ ~ ��
\�
PROPOSED SEDIMENT TRAP
ST
MINIMUM SIDE SLOPE = 2:1
AVERAGE CHANNEL SLOPE = 0.062
LINED = VEGETATED WITH EC-2 MATTING
I , - -- t
356.7 ; \ x �X \ ` S� ,�
♦
� ®
i X�
�
i
� \
REV #
DATE
DESCRIPTION
PER COUNTY COMMENTS
NOTE: SEE SHEET 15 FOR ADDITIONAL DIVERSION DIKE SIZING INFORMATION
X - x ��\ ' �I
- \
SSF
OP � ���
DU � \ \ `
/ s k
� � X
� � � �
�
��
#1
3/2/18
#2
4/16/18
PER COUNTY COMMENTS
+
_ -
JS5b
AJ( �( � �( \jj \VI,r
I
�
PROPOSED SEDIMENT BASIN
S'$
NOTES AND CONSTRUCTION
/♦♦ DV +
i
3
PROPOSED CONSTRUCTION
cRs
s
\
ROAD STABILIZATION
SEQUENCE
♦
DA JS4
PROPOSED CONSTRUCTION
FINAL LOCATION OF ALL CONSTRUCTION ACCESS & PROPOSED
I `♦ Q `
�, ST
r ' 1.31 AC 15� JS4
r
ACCESS ROUTE (USE DUST CONTROL
♦`
`\
,_. \
PER VESCH 3.39)
STAGING &STOCKPILE LOCATIONS TO BE APPROVED AND x \ -- s - k
I
s ��\
CONFIRMED WITH ALBEMARLE COUNTY AND PROPERTY OWNER ♦ x
♦ ` / c �i
PRIOR TO CONSTRUCTION AND IS THE RESPONSIBILITY OF THE
'
x�
PROPOSED RIGHT-OF-WAY
RWD
CONTRACTOR TO COORDINATE.
368.8 ♦♦
x I�
f
i
DIVERSION
IF
tiT H OF
1. CONTRACTOR TO PERFORM ROUGH GRADING WHERE SHOWN
ON THIS SHEET.
x
`♦ CWD
` ♦ JS5a
DA JS5b \k ,
1 AC ' \4- \� ,
SSF ��
� ✓
2. ALL DENUDED OR DISTURBED AREAS TO BE PERMANENTLY
`
.53 1
x
`
x 3g4
SCOTT C. BLOSSOM y
STABILIZED IMMEDIATELY AFTER FINAL GRADE.
�. •
3 ♦`
'`
Lic. No. 40287
' _
x j
'f
NOTE: ALL PERIMETER SILT FENCE ADJACENT
PRESERVED STREAM CHANNELS SHALL
TO
BE SUPER
�
♦
♦�
//
NOTE: ALL CLEAR WATER DIVERSIONS SHALL
DA JS5a
/ j;
SILT FENCE AS SHOWN ON DETAIL 4, SHEET 18.
SIONAL
TERMINATE INTO OUTFACE PROTECTION (CL 1 RIP
RAP MIN LENGTH 20 FT).
' 2.09 AC ♦• 11�0
�♦
}/ / x
NOTE: ALL CLEAR WATER DIVERSIONS SHALL
_
�'
TERMINATE INTO OUTFALL PROTECTION (CL 1 RIP
NOTE: ALL SILT FENCE AND SUPER SILT FENCE
`.♦
i 0 •
RAP MIN LENGTH 20 FT).
Job No: 1005
Drawn By: BCE
SHALL BE A MINIMUM OF 5 FT FROM STREAM
'
x j'
/
Date: 12.04.2017
Checked By: Scott C. Blossom, P.E.
BANKS.
' `
` ,-------__ / x , •
x '`
/
E & S STAGE 1: BLOCK J (WEST)
NOTE: TO INSTALL CLEAN WATER DIVERSION JS5a
♦
' ♦`
379.0 x /I' CONTRACTOR TO INSTALL TEMPORARY CLEAN � �
x ; I' WATER DIVERSION UP SLOPE OF PROPOSED LOT
/
THE CONTRACTOR SHALL CONSTRUCT A SMALL (1
♦
/ x GRADING TO DIVERT RUNOFF FROM OFF SITE
FT HEIGHT) BERM ACROSS THE SHALLOW, POORLY
`
1
, x CONTRIBUTING DRAINAGE AREAS AROUND THE
DISTURBED AREAS DURING CONSTRUCTION.
i
DEFINED SWALE AND CUT THE HIGH POINT
♦♦
RIGHT OF WAY DIVERSIONS TO REMAIN IN PLACE
BETWEEN THE SWALE AND THE OUTFACE TO
1 V
UNTIL DISTURBED AREA Is STABILIZED AND
�,
�- ' Q
SCALE: 1
INCH = 5o FEET
CREATE POSITIVE DRAINAGE TOWARDS THE
' %
STORMWATER INFRASTRUCTURE IS INSTALLED.
EXISTING WETLAND SYSTEM.
ES 14
PHASE 2: STAGE 1 EROSION AND SEDIMENT CONTROL PLAN (BLOCK J (WEST)) 0' 501 1001 1501
NOTE: SILT FENCE SHALL NOT BE
INSTALLED
ACROSS SPILLWAYS.
CONTOUR
INTERVAL = 2 FT
FILEPATH:C:\Users\Hill\Dropbox\Projects\005 RivannaNEW\Design and Analysis\CAD\005_RivannaPH2_ESC_REV2.dwgIHill
Apr 12, 2018 at 11:561Layout: 14 ES Blk Jwest (1)
PHASE 2: STAGE 2, BLOCK J (WEST)
- -
_
y � 3 \
I `, _
- i _
D,
5 % �,, \ `' a; �� \\
LEGEND
SUMMARY
THIS PHASE 2 STAGE 2 EROSION AND SEDIMENT
CONTROL PLAN FOR RIVANNA VILLAGE BLOCK J
_ A ,•
BLOCK H
6BMP H1
// / /�.� / \\
+ / ti % q \\
// / \\
= - ``
'y
`-_
PROPOSED LIMITS
OF DISTURBANCE
LOD
RIVANNA VILLAGE:
EROSION AND SEDIMENT
(WEST) INCLUDES STABILIZATION OF UPLAND
GRADED AREAS UPON REACHING SITE GRADES.
STAGE 2 PRACTICES SHALL BE IN PLACE UPON
`
q p °+
� l( pb
+ / n / / I \ ` \`\\ \ \ \\
+ + 'q 1 ` 1 \ \
\
\
% ' \
SITE BENCHMARK
(PER ROUDABUSH, GALE AND
CONTROL PLAN
COMPLETION OF ROAD CONSTRUCTION AND
\ \`
Assoc. SURVEY)
AMENDMENT 1 AND PHASE II
INSTALLATION OF STORM DRAINAGE
INFRASTRUCTURE. THE STAGE 2 EROSION AND
SEDIMENT CONTROL PLAN FOR BLOCK G INCLUDES
A
\` I l
-
5
I P
; \"33�5
'' STAGE 2INTERMEDIATE BMP Hi \\ \ \ \\ \ \ \\
\ \ \ \ \
oc EMBANKMENT TO BE COMPACTED AND \ \ I \ \\ �\ I
�y
y �� yy ��'
EXISTING WETLANDS
(PER KIRK HUGHES & ASSOC.
ALBEMARLE COUNTY, VIRGINIA
THE FOLLOWING MEASURES:
STABILIZED PER SPECIFICATIONS ON STAGE 3 �` \ \\
\
\
�y�•.
SURVEY)
1.) INSTALLATION OF INLET PROTECTION AT ALL
INSTALLED STORM DRAIN INLETS
+'-------
A /; qS
__
STORMWATER PLANS AND STABILIZED WITH \ V
STABILIZATION SEED MIX AND EC-3 MATTING. 1 \ i
ALL DISTURBED AREAS TO RECEIVE SEED MIX at as \
\\
34� ;� `
i
EXISTING
STREAM CHANNEL LIMITS
2.) INSTALLATION OF OUTFALL PROTECTION AT ALL
RR -�
j s
' +
i SHALL BE FINE GRADED WITH 6 INCHES
TOPSPOIL PRIOR TO SEED APPLICATION PER
B
(PER KIRK HUGHES & ASSOC.
SURVEY)
STORM DRAINAGE OUTFALLS.
3.) ROUGH GRADING OF PROPOSED PERMANENT
qq VESCH STANDARDS AND SPECIFICATIONS. / \ BMP 11
• + r` i\ \ A
N \
����
EXISTING POND
(PER KIRK HUGHES & ASSOC.
BMPS (BIORETENTION FACILITIES J3 AND J5) TO
R R RR
SURVEY)
APPROXIMATE DESIGN ELEVATIONS, AND
PERMANENT STABILIZATION OF PERIMETER GRADES.
O P
' '�'��
\ \�\� A
OP \.
342.2
VA
APPROXIMATE
�.
I
EXISTING TREE LINE
(PER KIRK HUGHES & ASSOC.
4.) INSTALLATION AND STABILIZATION OF PRINCIPAL
OUTFALL STRUCTURES AND EMERGENCY SPILLWAYS
AS SPECIFIED ON THE STORMWATER MANAGEMENT
' • - R R
_ , f, \
I P
V
� �� VA V A�
/ / /
4 7 0 / \\ `�� \ `
/
//
��
SURVEY)
EXISTING ROAD
13CE
PLANS (STAGE 3). DO NOT INSTALL FINAL
BIORETENTION PLANTINGS OR FINE GRADE UNTIL
I P N BM
X / ,� 4 5� X "� RR \`\\ ��
//
\�
(PER KIRK HUGHES & ASSOC.
ALL CONSTRUCTION IN THE CONTRIBUTING
WATERSHED IS COMPLETE AND/OR PERIMETER
�� P OP��,
_ - - _ - _
VA
x
O
/
A ;
��
SURVEY)
EXISTING FENCE
Blossom Consulting and Engineering Inc.
EROSION AND SEDIMENT CONTROLS ARE IN PLACE IN
)
1101 Professional Drive, Suite G
ASSOCIATION WITH INDIVIDUAL LOT GRADING.
p` ' C
\
_
/ _ _
/�,�
DO
(PE R KIRK
K HUGHES & ASSOC.
SURVEY)
Williamsburg VA 23185
p: 757-870-4825
5.) SITE LANDSCAPING OUTSIDE OF PROPOSED
PERMANENT BMPS MAY BE INSTALLED PER THE
LANDSCAPE PLANS (PROVIDED UNDER SEPARATE
-
// ; ' / �. + BM --
8.8
+ /
EXISTING BUILDING
KEY PLAN
_ _ _
` "r\ '♦
(PER KIRK HUGHES & ASSOC.
�
COVER) ONLY AS APPROVED BY THE LANDSCAPE
ARCHITECT.
6.) REMOVAL OF TEMPORARY RIGHT OF WAY
::. \
\ :.•
�_� = X �� + \
- �/ X X �- / \ qa y,�
— —X_X�� +� + �� 2 ��.
3 O P
+
SURVEY)
EXISTING POWER POLE
-
\L
�
DIVERSIONS AS SHOWN ON THE SITE GRADING PLANS
`_ � , , �
�
G _
-+_
_ J
_ — �
/ + - � / � �
(PER KIRK HUGHES & ASSOC.
SURVEY)
I
AND STABILIZATION WITH STABILIZATION SEED MIX
AND MATTING. ALL DISTURBED AREAS TO BE SEEDED
SHALL RECEIVE 6 INCHES TOPSOIL PRIOR TO
,�
: =:: - I P :� __ _ _ _-� \< . r CD
/ -A
p I P - `� ��— '� ,� �A � � � \� � S S P x � I
\
C
EXISTING SIGN
\ \
SEEDING AND MATTING.
7.) INSTALLATION OF CHECK DAMS IN LOW FLOW
\ :•
v.
/ / / / /
X �� r� W. E . �
! I ��� `
r
(PER KIRK HUGHES & ASSOC.
SURVEY )
/
�
CHANNELS OF EACH WET SWALE, AND
STABILIZATION OF LOW FLOW CHANNEL WITH
i
�'� l `r i----�-,
:'✓ / I = ' \ CD
��
EXISTING CONTOURS
�
4
SUBSTRATE ENHANCEMENT (1 FT CLASS 1 RIP RAP
OVERLAIN WITH 3-6 INCH ROUNDED RIVER COBBLE
IN LOW FLOW CHANNEL ONLY, BETWEEN CHECK
,
A .v •� -�
� % � 3 5 g . 5 k -;_— % i �8 �� A ,
% ��� � X �� �� A 3
(PER KIRK HUGHES & ASSOC.
SURVEY)
\ \
DAMS) .
8. INSTALL RETAINING WALL ADJACENT TO BMP I
v '/ ��
:. TS SEE LANDSCAPE PLANS PROVIDED UNDER \ \ °
/' \\ \ B M
f
/
f
EXISTING STREAM BUFFER
(PER ALBEMARLE COUNTY)
\
5
CONCURRENT WITH ROAD GRADING AND
� / � �
\
SEPERATE COVER FOR LANDSCAPE PLANTING :G / ; ;
\% I � � � �
INSTALLATION AND GUIDELINES REGARDING
/
INSTALLATION OF STORM DRAIN INFRASTRUCTURE.
ROUGH GRADE BIORETENTION SIDE SLOPES AT BASE
OF RETAINING WALL AND STABILIZE WITH EC-2
j \
•��
-
TS \
,` i'
A FINAL STABILIZATION OF LOT AREAS. PER�-
f
THIS STAGE 2 PLAN SET, ALL LOTS SHALL
\ \/ \
"
i
PROPOSED LOTS (STABILIZED
MATTING.
-
;:
_%
\ + \ RECEIVE TEMPORARY SEEDING AND/OR ���
UPON COMPLETION OF PHASE 2 )
9.) INSTALL RIP RAP ON DOWN SLOPE SIDE OF J3
r /
•
\�
\
\� TEMPORARY STABILIZATION MEASURES (LE.�-
MULCH UPON COMPLETION OF STAGE 2
/ / II�
/
COMPACTED EARTHEN BERM CONCURRENT WITH
STABILIZATION OF RIGHT STREAM BANK AS SHOWN
`
\ I P
\ GRADING ACTIVITIES. '
_ - \�(.' �/ OP
�
PROPOSED LANDSCAPE PLANTINGS
SEE LANDSCAPE PLANS
( )
ON BUFFER MITIGATION PLANS. CLASS 1 RIP RAP---
.
` i
3 0.7
BANK PROTECTION SHALL BE INSTALLED TO 10 YEAR
WATER SURFACE ELEVATION. INSTALL CLASS 1 RIP
RAP (MIN DEPTH 2.2 FT UNDERLAIN WITH
GEOTEXTILE FILTER FABRIC) AT UPSTREAM AND
DOWNSTREAM WING WALLS OF PERMANENT BRIDGE
I P
\�
\
y i Q �� _ /
/+
PROPOSED STORM DRAIN (SEE
SITE PLANS BYALAN
FRANKLIN P.E.)
CROSSING WHEN INSTALLED. SEE BRIDGE PLAN
PROVIDED UNDER SEPARATE COVER.
•
�
_-QV- - _ \ / SSF
PROPOSED RIGHT OF WAY
RWD
�
DIVERSION
1o.) ALL GRADED LOTS SHALL BE TEMPORARILYTIWA
STABILIZED PER VESCH STANDARDS UNTIL
INDIVIDUAL LOT CONSTRUCTION IS COMPLETED.
11. PHASE 2 STAGE 2 EROSION AND SEDIMENT
` +��
• ' '
n
'• ��( RR f \I( \I(
�. OP _ j , -Q I s
PROPOSED SUPER SILT FENCE
F
ISSUE
REV #
DATE
DESCRIPTION
CONTROL PLANS DEPICT ELEMENTS TO BE IN PLACE
PRIOR TO CONVERSION TO PERMANENT BMP
FACILITIES AS SHOWN ON THE STORMWATER PLAN
- O P - � 1 ' '
3 � � \ �` � I �
\ S S F -Ay�\ BM
� �I
� � � �
M
)
PROPOSED OUTFACE
PER COUNTY COMMENTS
(STAGE 3 TO BE COMPLETED UPON COMPLETION OF
i / \'
' i j
/ / �; �/ )sIl
p` _ ' /
' • � �l �l �l - �l �l �Il �l �
PROTECTION
OP
#1
3/2/18
#2
4/16/18
PER COUNTY COMMENTS
LOT CONSTRUCTION AND FINAL STABILIZATION OF
UPLAND DRAINAGE AREAS).
�//
_� z 6 � ��
CJ V
\\ � � � � _ -� - � �� :� I �� ,
,\` �/ �..,
'ems
0
��
12.) ALL EROSION AND SEDIMENT PERIMETER
/ � :
/
�`b- - /
' �� �OP
IP
PROPOSED INLET
PROTECTION
CONTROLS SHALL REMAIN IN PLACE THROUGHOUT
/
•
/
/., \I( \I( \ \I( �/
I P RN/1
,
CONSTRUCTION ACTIVITIES AND REMOVED ONLY
WHEN FINAL SITE STABILIZATION IS ACHIEVED.
_
\
I P , �•• : .� - "� � \� \� \� \� \�
-
/
PROPOSED
INTERMEDIATE BMP
GRADING (STAGE 2 E&S)
20
9
ti
•
,
—' -
RR 1
PROPOSED CLASS 1 RIP
RA (MIN DEPTH F )
22 P M T
368.8
TS I P S T ..
�T H Op
_\� �� . <-• •' � ^ � �
I
TEMPORARY
STABILIZATION
`� 1
G'
I•
/
O U
—
SCOTT C. BLOSSOM a
Lic. No. 40287
STAGE 2 INTERMEDIATE BMPS J3 AND J5 / 1 � �\ i . /� � \
EMBANKMENTS TO BE COMPACTED AND / •
/ `� •' A
BM
PROPOSED SEEDING
AND EROSION CONTROL
MATTING
"� w�
�'� ti
STABILIZED PER SPECIFICATIONS ON STAGE 3 •
STORMWATER PLANS AND STABILIZED WITH
�•�
�. % 3 . •
• �• / � A
/ I
S
IONAL
CLASS I RIPRAP (MIN. DEPTH 2.2 Fr). ALL
DISTURBED AREAS TO RECEIVE SEED MIX
A ' j. • �
�� ! • •
\
A
NOTE: ALL PERIMETER
PRESERVED
SILT FENCE ADJACENT TO
STREAM CHANNELS SHALL BE SUPER
SHALL BE FINE GRADED WITH 6 INCHES
S�.
SILT FENCE
AS SHOWN ON DETAIL 4, SHEET
18.
TOPSOIL PRIOR TO SEED APPLICATION PER �•
3 A '
e\j \,
\
VESCH STANDARDS AND SPECIFICATIONS. `
' • L STAGE 1 SEDIMENT TRAP SHALL BE '\
\
N
/ • •
CONVERTED TO A SWALE AS SHOWN ON THE
• / • • STORMWATER PLANS. STABILIZE WITH EC-2 /�� j
\
\
Job No: 1005
Drawn By: BCE
Date: 12.04.2017
Checked By: Scott C. Blossom, P.E.
•
• / MATTING AS SPECIFIED ON STORMWATER ,
• _
PLANS. - -
• • - �,i%
\
E&S STAGE 2: BLOCK J (WEST)
•*
SCALE: i
INCH = 5o FEET
e '.
•� / 7 9180
0
too
150
50
ES 1 5
PHASE 2: STAGE 2 EROSION AND SEDIMENT CONTROL PLAN (BLOCK J (WEST))
CONTOUR INTERVAL = 2 FT
FILEPATH:C:\Users\Hill\Dropbox\Projects\005 RivannaNEW\Design and Analysis\CAD\005_RivannaPH2_ESC_REV2.dwgI Hill jApr 12, 2018 at 11:561Layout: 15 ES Blk Jwest (2)
344
343
342
341
DIVERSION SWALES JS5b, JS4
■■■MEN
■■
■■■■■■■■
12.01 d"
SIGN
_Nnj��
■iilm■■■■■■
.i■■■■■
'• ■■BEE■■
A■■■■
■��■�
son
ENRON
3400
5 10 15 20
DISTANCE (FT.)
DIVERSION SWALE CROSS-SECTION
VERTICAL SCALE: 1 " = 2' HORIZONTAL SCALE: 1 " = 5'
DIVERSION CHANNEL JS4
DIMENSIONS
TOP WIDTH - 12.0 FT.
MAX. DEPTH - 2.0 FT.
CALCULATIONS:
RATIONAL METHOD, Q = CIA
A =1.31 ACRES
C = 0.50 (ROUGH BARE SOIL)
USING PLATES 5-1 AND 5-2 OF THE VESCH,
Tt OVERLAND WITH LENGTH OF 100 FT AND SLOPE OF 0.080= 0.011 HOURS
Tt SHALLOW WITH LENGTH OF 142 FT AND SLOPE OF 0.169 = 0.006 HOURS
Tt CHANNEL WITH LENGTH OF 117.9 FT AND SLOPE OF 0.042 = 0.004 HOURS
Tc = 0.021 HOURS = 1.24 MINUTES
USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER
(http://hdsc.nws.noaa.gov/bdsc/pfdsn,
10 MINUTE 2-YR i = 3.98 INCHES/HOUR
10 MINUTE 10-YR i = 5.25 INCHES/HOUR
2-YR PEAK FLOW = 0.50 x 3.98 x 1.31 = 2.6 CFS
10-YR PEAK FLOW = 0.50 x 5.25 x 1.31= 3.4 CFS
SLOPE OF PROPOSED CHANNEL = RISE / RUN = 10 FT / 251 FT = 0.04
MAX. PERMISSIBLE VELOCITY OF EC-2 MATTING, V = 4.0 FT/S (USE 2.7 FT/S)
MINIMUM FLOW AREA (A) = Q / V = 3.4 / 2.7 = 1.26 SF
DESIGN DEPTH (d) = 2 FT
DESIGN BOTTOM WIDTH (b) = 4 FT
GIVEN 2:1 SIDE SLOPE, e = 2 FT x d = 2 FT x 2 = 4 FT
Z = e / d = 4 FT / 2 FT = 2
TRAPEZOIDAL CHANNEL CROSS -SECTIONAL AREA (A) = (b x d) + [Z x (d ^ 2)]
=(4 FT x 2 FT) + [2 x ((2 FT) ^ 2)] = 16 SQFT
TRAPEZOIDAL CHANNEL TOP WIDTH = b + (2 x d x Z)
= 4 FT + (2 x 2 FT x 2) = 12 FT
TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R)
= {(b x d) + [Z x (d ^ 2)]} / {b + {(2 x d x [((Z ^ 2) + 1) ^ (1 /2)]}}
={(4 x 2) + [2 x (2 ^ 2)]] / {4 + {(2 x 2 x [((2 ^ 2) + 1) ^ (1 /2)]}}
=1.23 FT
CHANNEL LINING = VEGETATED WITH EC-2 MATTING,
PERMISSIBLE VELOCITY OF 0 - 4.0 FT/S
(VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 57)
(http://www.vi rgi ni adot. org/business/resources/Materials/Approved_Lists. pdf)
USING TABLE 5-13 OF THE VESCH, RETARDANCE CLASSIFICATION = C
USING PLATE 5-29 OF THE VESCH, ROUGHNESS COEFFICIENT (n) = 0.044
MAX CAPACITY FLOW = (1.49 / n) x [R ^ (2/3)] x [S ^ (1 /2)] x A
= (1.49 / 0.044) x [1.23 ^ (2/3)] x [0.04 ^ (1 /2)] x 16
=124.4 CFS
MAX CAPACITY VELOCITY = (1.49 / n) x [R ^ (2/3)] x [S ^ (1 /2)]
_ (1.49 / 0.04) x [1.23 ^ (2/3)] x [0.04 ^ (1 /2)]
=7.8 FT/S
DIMENSIONS:
MINIMUM BOTTOM WIDTH = 4 FT
MINIMUM DEPTH = 2 Fr
MINIMUM SIDE SLOPE = 2:1
AVERAGE CHANNEL SLOPE = 0.04
LINING = VEGETATED WITH EC-2 MATTING
DIVERSION CHANNEL JS5b
CALCULATIONS:
RATIONAL METHOD, Q = CIA
A = 1.53 ACRES
C = 0.50 (ROUGH BARE SOIL)
USING PLATES 5-1 AND 5-2 OF THE VESCH,
Tt OVERLAND WITH LENGTH OF 100 FT AND SLOPE OF 0.08= 0.011 HOURS
Tt SHALLOW WITH LENGTH OF 105 FT AND SLOPE OF 0.124 = 0.005 HOURS
Tt CHANNEL WITH LENGTH OF 130.2 FT AND SLOPE OF 0.061 = 0.003 HOURS
Tc = 0.019 HOURS = 1.17 MINUTES
USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER
(http://hdsc.nws.noaa.gov/hdsc/pfdsn,
10 MINUTE 2-YR i = 3.98 INCHES/HOUR
10 MINUTE 10-YR i = 5.25 INCHES/HOUR
2-YR PEAK FLOW = 0.50 x 3.98 x 1 .53= 3.0 CFS
10-YR PEAK FLOW = 0.50 x 5.25 x 1.53= 4.0 CFS
SLOPE OF PROPOSED CHANNEL = RISE / RUN = 16 FT / 175 FT = 0.091
MAX. PERMISSIBLE VELOCITY OF EC-2 MATTING, V = 4.0 Fr/S (USE 2.7 FT/S)
MINIMUM FLOW AREA (A) = Q / V = 4 / 2.7 = 1.5 SOFT
DESIGN DEPTH (d) = 2 FT
DESIGN BOTTOM WIDTH (b) = 4 Fr
GIVEN 2:1 SIDE SLOPE, e = 2 FT x d = 2 FT x 2 = 4 FT
Z = e / d = 4 FT / 2 FT = 2
TRAPEZOIDAL CHANNEL CROSS -SECTIONAL AREA (A) = (b x d) + [Z x (d^ 2)]
=(4 FT x 2 FT) + [2 x ((2 FT) ^ 2)] = 16 SF
TRAPEZOIDAL CHANNEL TOP WIDTH = b + (2 x d x Z)
= 4 FT + (2 x 2 FT x 2) = 12 FT
TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R)
= {(b x d) + [Z x (d ^ 2)]} / {b + {(2 x d x [((Z ^ 2) + 1) ^ (1 /2)]]}
={(4 x 2) + [2 x (2 ^ 2)]] / {4 + {(2 x 2 x [((2 ^ 2) + 1) (1 /2)]}}
=1.23 FT
CHANNEL LINING = VEGETATED WITH EC-3 MATTING,
PERMISSIBLE VELOCITY OF 4.0 - 7.0 FT/S
(VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 57)
(http://www.virginiadot. org/business/resources/Materials/Approved_Lists.pdf)
USING TABLE 5-13 OF THE VESCH, RETARDANCE CLASSIFICATION = C
USING PLATE 5-29 OF THE VESCH, ROUGHNESS COEFFICIENT (n) = 0.044
MAX CAPACITY FLOW = (1.49 / n) x [R ^ (2/3)] x [S ^ (1 /2)] x A
= (1.49 / 0.044) x [1.23 ^ (2/3)] x [0.091 ^ (1 /2)] x 16
=187.6 CFS
MAX CAPACITY VELOCITY = (1.49 / n) x [R ^ (2/3)] x [S ^ (1 /2)]
_ (1.49 / 0.044) x [1.23 ^ (2/3)] x [0.091 ^ (1 /2)]
=11.7 FT/S
DIMENSIONS:
MINIMUM BOTTOM WIDTH = 4 FT
MINIMUM DEPTH = 2 FT
MINIMUM SIDE SLOPE = 2:1
AVERAGE CHANNEL SLOPE = 0.091
LINING = VEGETATED WITH EC-2 MATTING
344 344
RIVANNA VILLAGE:
342 I 342 EROSION AND SEDIMENT
I
STAGE 1: SEDIMENT-\
-- CONTROL PLAN
340 - ` EXISTING GRADE TRAP PILLWAY (SEE 340
I - - DETAIL 6, SHEET 18)
PROPOSED
3'
338
- I- STABILIZATION
338
SEEDING
_
-
-1 CJI
� +1'�1
336
-,I
- ► -- --
336
I c
PROPOSED GRADE
`o
334
=fin
+-��H_oYosED
334
I -
RBI.
],IRJSE:E
332
- STAGE 1. - I -I I I
if 11+-
1 ]QOTES SHEET
332
_-
II II
j I I-IIII I I- SEDIMENTTRAP IIIII I I I i
II !!, II II II
I -I I I -I I I-IIII I I I i - 18
� I
330
-I-I-I
-- -- -- -- -- -- -I
330
0+00
0+10 0+20 0+30 0+40 0+50 o+6o 0+70 o+8o o+go 1+00 1+10
1+20 1+30 1+40 1+50 1+6o 1+70 1+8o 1+90 2+00 2+00
CROSS SECTION N-N' (JS4)
VERTICAL SCALE: 1"=4' HORIZONTAL SCALE 1"=20
358
356
354
352
350
348
346
344
2
358
356
354
352
350
348
346
344
34 342
0+00 0+10 0+20 0+30 0+40 0+50 o+6o 0+70 0+80 0+90 1+00 1+10 1+20 1+30 1+40 1+50
CROSS SECTION M-M' (JS5b)
VERTICAL SCALE: 1"=4' HORIZONTAL SCALE 1"=20
354
352
350
348
346
344
342
340
8
STAGE 3: LEVEL 1
BIORETENTION (J5)
(SEE STORMWATER PLANS)
STABILIZATION
SEEDING n
STAGE 3: LEVEL 1
BIORETENTION SPILLWAY
(SEE STORMWATER PLANS
FOR DESIGN DETAILS)
STAGE is SEDIMENT
TRAP SPILLWAY (SEE
DETAIL 6, SHEET 18)
e
1 I ib
EXISTIN EO PROPOSED EC-2 MATTING
l GRADE I o N (SEE DETAILS 1-3, SHEET 14)
1 1 f,
! - s-------- ---�
-- I � �
_ STAGE 2. _
INTERMEDLATE I L PROPOSED STRUCTURAL
=BIORETENTION= _� I_ FILL SEE NOTES SHE
ROUGH GRADE - I I i / --APPROXIMATE
-
-- STREAM CHANNEL -
STAGE it-- _ 7"Y'I
TION
SEDIMENTTRAP I I
354
352
350
348
346
344
342
340
33 338
0+00 0+10 0+20 0+30 0+40 0+50 o+6o 0+70 o+8o o+go 1+oo 1+10 1+20 1+30 1+40 1+50
CROSS SECTION L-L' (JS3)
VERTICAL SCALE: 1"=4' HORIZONTAL SCALE 1"=20
STAGE 1: SEDIMENT
TRAP SPILLWAY (SEE
DETAIL 6, SHEET 18)
EXISTING GRADE "
� � N
II I I- PROPOSED EC-2 MATTING-i !/
I- 0 1 (SEE DETAILS 1-3, SHEET 14)PROPOSED
STABILIZATION J/ 00 L-PROPOSED STRUCTURAL I J/
SEEDING _ FILL SEE NOTES SHEET 18 _LI -- :z'APPROX_
IF I - STREAM CHANNEL
LOCATION
STAGE 1: _ IIII
SEDIMENT TRAP i
I!_
362 362
36o PROPOSED TAGE 3:LEVEL 1 360
BIORETENTION SPILLWAY
STABILIZATION / \ (SEE STORMWATER PLANS
SEEDING TAGE 3: LEVEL 2 / FOR DESIGN DETAILS)
8 BIORETENTION (H1)
35 358
(SE STORMWATER PLANS) -
356 PROPOSED STRUCTURAL 356
1 I FILL SEE NOTES SHEET 18
1
EXISTING
354GRADE I �.'. 354
�� 1
1 I TAGE 1: SEDIMENT
A
II-
TRAP SPILLWAY (SEE /
352 - i \ \ i DETAIL 6, SHEET 18) 352
-
..--------- - - - - -
------- _ \,
STAGE 2:-
350- - INTERMEDIATE - - �� 350
BIORETENTION _
348 I ROUGH GRADE_I I _ 348
346 I \!` 346
I _ STAGE 1:_j `t
- SEDIMENT TRAP
344 344
-- - - 342 42
3�- - -- - - -- -- --- - -- -
0+00 0+10 0+20 0+30 0+40 0+50 o+6o 0+70 o+8o o+go 1+oo 1+10 1+20 1+30 1+40 1+50
CROSS SECTION O-O' (H1)
VERTICAL SCALE: 1"=4' HORIZONTAL SCALE 1"=20
E&S FACILITY (ST AND SB) STAGE - STORAGE SUMMARY
ST-GS3
Elevation
WD
Area (SF)
Area
AC
Ai+A24(Al*A2)1/2
Volume
C
Cumulative
Volume C
Cumulative
Volume AC-ft
352
312.70
0.007
0.00
0.00
0.00
0.000
354
633.50
0.015
1,391.28
927.52
927.52
0.021
356
1 1,055.10
1 0.024
2,506.16
1,670.77
2,598.29
0.060
358
1 2,197.70
1 0.050
4,775.56
3,183.71
5,782.00
0.133
ST-GSI
Elevation
Area (SF)
Area
Al+A2+(A1*A2)1/2
Volume
Cumulative
Cumulative
346
480.90
0.011
0.00
0.00
0.00
0.000
348
950.00
0.022
2,106.81
1,404.54
1,404.54
0.032
350
2,190.60
0.050
4,583.19
3,055.46
4,460.00
0.102
352
4,028.30
0.092
1 9,189.49
6,126.33
10,586.33
1 0.243
ST ISI
Elevation
Area (SF)
Area
AC
Al+A2+(Al*A2)1/2
Volume
C
Cumulative
Volume C
Cumulative
Volume AC-ft
352
583.90
0.013
0.00
0.00
0.00
0.000
354
1,260.20
0.029
2,701.91
1,801.27
1,801.27
0.041
356
2,016.20
0.046
4,870.39
3,246.93
5,048.20
0.116
358
3,397.00
0.078
1 8,030.27
5,353.51
10,401.71
1 0.239
ST-Ma
Elevation
Area (SF)
Area
AC
Al+A24{Al*A2)1/2
Volume
C
Cunwiative
Volume C
Cumulative
Volume AC-ft
332
1,356.70
0.031
0.00
0.00
0.00
0.000
334
2,105.60
0.048
5,152.47
3,434.98
3,434.98
0.079
336
2,955.10
0.068
7,555.15
5,036.76
8,471.74
0.194
338
3,907.60
0.090
10,260.84
6,840.56
15,312.30
0.352
ST-JSZb
Elevation
(FT)
Area (SF)
Area
(AC)
Al+A2+(Al*A2)1/2
Volume
(CF)
Cumulative
Volume (CF)
Cumulative
Volume (AC-ft)
328
2,382.20
0.055
0.00
0.00
0.00
0.000
330
3,233.30
0.074
8,390.81
5,593.88
5,593.88
0.128
332
4,191.50
0.096
11,106.16
7,404.10
12,997.98
0.298
334
5,252.00
r0,121
r 14,135.38
9,423.59
22,421.57
1 0.515
ST-JS3
Elevation
(FT)
Area (SF)
Area
(AC)
Al+A2+(Al*A2)1/2
Volume
(CF)
Cumulative
Volume (CF)
Cumulative
Volume (AC-ft)
342
299.60
0.007
0.00
0.00
0.00
0.000
344
756.70
0.017
1,532.44
1,021.63
1,021.63
0.023
346
1,323.70
0.030
3,081.22
2,054.15
3,075.77
0.071
348
1,994.20
0.046
4,942.62
3,295.08
6,370.85
1 0.146
350
4,879.20
0.112
9,992.71
6,661.81
13,032.66
1 0.299
ST-JS4
Elevation
(FT)
Area (SF)
Area
(AC)
A1+A24{A1*A2)1/2
Volume
(CF)
Cumulative
Volume (CF)
Cumulative
Volume (AC-ft)
332
164.70
0.004
0.00
0.00
0.00
0.000
334
897.00
0.021
1,446.06
964.04
964.04
0.022
336
1,880.20
0.043
4,075.87
2,717.25
3,681.29
0.085
338
3,103.70
0.071
7,399.59
4,933.06
1 8,614.35
0.198
ST-JS5b
Elevation
(FT)
Area (SF)
Area
(AC)
Al+A2+(Al*A2)1/2
Volume
(CF)
Cumulative
Volume (CF)
Cumulative
Volume (AC-ft)
344
394.40
0.009
0.00
0.00
0.00
0.000
346
830.60
0.019
1,797.35
1,198.24
1,198.24
0.028
348
1,386.60
0.032
3,290.38
2,193.59
3,391.82
0.078
350
2,072.60
0.048
5,154.45
3,436.30
6,828.12
1 0.157
ST-HI
Elevation
(FT)
Area (SF)
Area
(AC)
Al+A2+(Al*A2)1/2
Volume
(CF)
Cumulative
Volume (CF)
Cumulative
Volume (AC-ft)
344
776.50
0.018
0.00
0.00
0.00
0.000
346
1,288.80
0.030
3,065.68
2,043.78
2,043.78
0.047
348
1,901.80
0.044
4,756.18
32170.79
5,214.57
0.120
350
3,010.30
0.069
7,304.79
4,869.86
10,084.43
0.232
352
4,344.50
0.100
10,971.19
7,314.12
17.398.56
0.399
SBI1
Elevation
(FT)
Area (SF)
Area
(AC)
Al+A2+(Al*A2)1/2
Volume
(CF)
Cumulative
Volume (CF)
Cumulative
Volume (AC-ft)
336
10,167.30
0.233
0.00
0.00
0.00
0.000
338
12,190.40
0.280
33,490.69
22,327.13
22,327.13
0.513
340
14,314.00
0.329
39,713.99
26,476.00
48,803.12
1.120
342
16,537.00
1 0.380
1 46,236.40
30,824.27
79,627.39
1.828
344
118,859.30
1 0.433
1 53,056.32
1 35,370.88
114,998.27
2.640
SBI(front Phase 1
Elevation
WD
Area (SF)
Area
(AC)
+� �*�) 1/2
Volume
(CF)
Cumulative
Volume (CF)
Cumulative
Volume (AC-ft)
342
6,116.40
0.140
0.00
0.00
0.00
0.000
344
7,557.80
0.174
20,473.21
13,648.81
13,648.81
0.313
346
9,099.80
0.209
24,950.64
16,633.76
30,282.56
0.695
348
10,742.30
0.247
1 29,729.10
19,819.40
50,101.96
1.150
350
12,485.40
0.287
1 34,808.80
23,205.87
73,307.83
1.683
352
14,329.10
0.399
1 40,190.02
26,793.35
100,101.18
2.298
SBI2
Elevation
WO
Area (SF)
Area
(AC)
Al+A24(Al*A2)1/2
Volume
(CF)
Cumulative
Volume (CF)
Cumulative
Volume (AC-ft)
346.5
3,534.10
0.081
0.00
0.00
0.00
0.000
348
4,560.90
0.105
12,109.81
6,054.90
6,054.90
0.139
350
5,831.60
0.134
15,549.76
10,366.51
16,421.41
0.377
351
6,505.20
0.149
18,496.00
6,165.33
22,586.74
0.519
352
7,204.20
0.165
20,555.18
6,851.73
29,438.47
0.676
353
7,928.70
0.182
22,690.67
7,563.56
37,002.03
0.849
354
8,678.60
0.199
24,902.48
8,300.83
45,302.86
1.040
355
9,454.00
1 0.217
27,190.61
9,063.54
54,366.39
1.248
AMENDMENT 1 AND PHASE II
ALBEMARLE COUNTY, VIRGINIA
SCE
Blossom Consulting and Engineering Inc.
1101 Professional Drive, Suite G
Williamsburg VA 23185
p: 757-870-4825
KEY PLAN
ISSUE
REV # DATE DESCRIPTION
#1 3/2/18 PER COUNTY COMMENTS
#2 4/16/18 PER COUNTY COMMENTS
l� 'LT H
OF 1't
SCOTT C.
Lic. No.
BLOSSOM a
40287
�IIIIII0 �SSIONAL
���
����
Job No: 1005 Drawn By: BCE
Date: 12.04.2017 Checked By: Scott C. Blossom, P.E.
BLOCK J (WEST): CROSS SECTIONS
FILEPATH:C:\Users\Hill\Dropbox\Projects\005 RivannaNEW\Design and Analysis\CAD\005_RivannaPH2_ESC_REV2.dwglHilllApr 12, 2018 at 11:561Layout: 16 Blk Jwest (XS)
ES - 16
------------
ON SHALLOW SLOPES, STRIPS OF
NETTING PROTECTIVE COVERINGS
MAY BE APPLIED ACROSS
THE SLOPE.
BERM
WHERE THERE IS A BERM AT THE TOP OF THE SLOPE,
BRING THE MATERIAL OVER THE BERM AND ANCHOR IT
BEHIND THE BERM.
ON STEEP SLOPES, APPLY
PROTECTIVE COVERING PARALLEL
TO THE DIRECTION OF FLOW
AND ANCHOR SECURELY.
BRING MATERIAL DOWN TO A LEVEL AREA BEFORE
TERMINATING THE INSTALLATION. TURN THE END
UNDER 4" AND STAPLE AT 12" INTERVALS. T
`\ 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.
DETAIL: E & S CONTROL BLANKET INSTALLATION
NTS
A q
'IPE OUTLET TO FLAT
,REA WITH NO DEFINED
;HANNEL
L a
O%
d
T
SECTION A -A FILTER CLOTH KEY IN 6"-9' ; RECOMMENDED FOR ENTIRE PERIMETER
3d o (MIN.)
'IPE OUTLET TO WELL
)EFINED CHANNEL
d
SECTION A -A
FILTER CLOTH KEY IN 6"-9'; RECOMMENDED FOR ENTIRE PERIMETER
NOTES: L APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION
BASKET, OR CONCRETE.
2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED
USING PLATES 3.18-3 AND 3.18-4.
3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT
LESS THAN 6 INCHES.
UPSTREAM
BASIN
ROCK SIZE
MIN LENGTH
G 1,2,3
CLASS I RIPRAP
20 FT
I 1, 2, 3
CLASS I RIPRAP
20 FT
J 1, 2,3
CLASS I RIPRAP
20 FT
DETAIL: PIPE OUTLET CONDITIONS
NTS
1. DUST CONTROL SHALL BE IMPLEMENTED IN ACCORDANCE WITH VESCH
STANDARD AND SPECIFICATION 3.39•
2. CONTRACTOR SHALL LIMT DISTURBNACE TO THE DEGREE FEASIBLE TO LIMIT
DUST EMISSIONS.
3. UTILIZE TEMPORARY STABILIZATION MEASURES AS SPECIFIED IN MINIMUM
STANDARD # 1.
4. TO CONTROL DUST, IRRIGATE/SPRAY WITH WATER TO MOISTEN AND REPEAT AS
NEEDED AND/OR AS DIRECTED BY ALBEMARLE COUNTY E&S INSPECTOR.
5. ADHESIVES MAY BE REQUIRED BASED ON SITE CONDITIONS AND SHALL BE
ADDED AS SPECIFIED IN VESCH 3.39•
10 DETAIL: DUST CONTROL NOTES
2"
Oj�Gij
��OipGip Gj.
G
p
,
•
•
1-11
f1!l.115.
1 II II 11=11=11
I1111I _
11=1 •
I=11
II=1
II If=11-11
11
=II 11=
II I
IL=11 II
II=11=11=1
-IAMP CHECK SLOT
FIRMLY
6' 101-2..
JUNCTION SLOT
F
TAMP
FIRMLY
12'
ANCHORSLOT BM
NOTES
APPROXIMATELY 200 STAPLES REQUIRED
PER too 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 _ 1
EDGE AND END JOINTS I I I I I I I I
TO BE SNUGLY ABUTTED
I
(JUTE MESH WILL HAVE I 1
STAPLED LAP JOINT IN
LIEU OF EDGE JOINT) I I I I I I
I 1
I I
5 MAX. 4:1 OR FLATTER
3' MAX. STEEPER THAN 4a I I
T I I
1 I I
I I I I I I
I ji
I I I
I
I 1
I I I I I I I
CHECKSLOT
I I I I
1" TO "
I I I 1 11 1 1 1 1
—�—i —5 ii i " VAR. D. i VAR.
6" TO 8" MIN. PLAN VIEW
STAPLING DIAGRAM
STAPLE FORMED FROM NO.11 STEEL WIRE. CHECK SLOTS AT MIN.
�o' C-C INTERVALS;
8"STAPLE MIN. LENGTH FOR SANDY SOIL. T()T RF(1 'T) 1ATTTII AT I
6" TO 12"
TERMINALFOLD
DETAIL: E & S CONTROL STAPLING DETAIL
NTS
3-1/4"
1o" MIN.
STAKE
` 2' DIA.
WASHER
18 =
3/16" DIA.
STEEL PIN
PIN
6"
11 GAUGE STEEL
6"xT"x6" STAPLE
STAPLE
1) IM TRIANGULAR SURVEY STAKE - MINIMUM
1o" IN LENGTH. PLACEMENT OF THE STAKE
ACROSS THE FLOW OF THE 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 - 3/16 DIAMETER STEEL PIN
BY 18" IN LENGTH WITH A 2" DIAMETER
WASHER ON TOP. (SEE ILLUSTRATION)
DETAIL: SOIL MATTING ANCHORS
d �
5" M NI Z'A Al. GA L --
PROFILE
F_ I
i I
Y: o
t
V21 _7 I L
EXI
PLAN
A I InU1I111111 Nvatel tali of I inch must be instafted v4th a inni iiinum 1 urc:ll b.-IRCOCL
"111Itoff valve sajppl�ing a wash hose vilth a cl anletei• of 1. ulche f61 adequate
c►rl taliit ].lI ilre. Wash-Arate1- III114 be 'eanied mv-,w hoill t11e ent1ance to an
all I I� ecl et�lui area t+ � irc a ecl YYeirt. _ secIi Went shall be pievented f -oni
Ientenim, stoiln ch,aaui.,, chtch es,- of w atel c'ckuj- e,,-_�,
1. CONSTRUCTION ACCESS ROADS ARE SHOWN ON THE E&S MASTERPLAN SHEET ES-4a, AND ARE
GENERALLY LOCATED IN THE FUTURE ROAD ALIGNMENT CORRIDOR.
2. AFTER PERIMETER CONTROLS ARE PLACED, ACCESS ROADS SHALL BE INSTALLED CONCURRENT
WITH CLEARING AND GRUBBING ACTIVITIES, GENERALLY FOLLOWING EXISTING GRADE.
3. IN STEEP AREAS (I.E. SLOPE EXCEEDING 1o%), CRS SHALL BE INSTALLED PER VESCH STANDARD
AND SPECIFICATION 3.03.
4. ROADBEDS SHALL GENERALLY BE 14 FEET WIDE FOR ONE WAY TRAFFIC AND 20 FEET WIDE FOR 2
WAY TRAFFIC, WITH LESS THAN 4% CROSS SLOPE. CUTS AND FILLS SHALL BE LESS THAN 2:1
SLOPE.
11 DETAIL: CONSTRUCTION ACCESS ROAD NOTES
NTS
1o%SETTLEMENT
12" x 12" TIMBER
12" MA
TIMBER MAT
CROSSING
CONNECTION TO BE
DESIGNED BY
TOFOFgANK CONTRACTOR
FLOW B
�a ASE �LOIv � � —
STREAM BE �
TYPICAL PROFILE
CONNECTION TO
ai�
BE DESIGNED BY
TIMBER CONTRACTOR
ACCESS ROUTE
ACCESS ROUTE MATTING
ACCESS
CONNECTIONS TO
APPROACH TO
BE DESIGNED BY
12 FEET DESIGNED BY
CONTRACTOR
12 INCHES
—
CONTRACTOR
BASE FLOW
VARIES
FLOW EXISTING
12' GROUND
EXTEND ACROSS ENTIRE
CONSTRUCTION ROUTE TIMBER OR
CONCRETEFOOTER
PLAN TO BE DESIGNED
BY CONTRACTOR
DETAIL: VEHICULAR STREAM CROSSING
TIMBER MATTING
NOT TO EXCEED WIDTH OF
EXISTING ROADBED (12 FT) i
MAXIMUM FILL
DEPTH =18IN.
EXISTING
��
EXISTING
GRADE
VDOT #21A STONE
(MAX. DEPTH = 6 IN.) EXISTING — OPTIONAL
SOIL FILTER
VDOT #57 STONE FABRIC
(MAX. DEPTH = 6 IN.) VDOT #3 STONE
(MAX. DEPTH = 6 IN.)
DETAIL: CONSTRUCTION ROAD STABILIZATION
TYPICAL PARABOLIC DIVERSION
1o% SETTLEMENT
y
0.3' FREE BOARD
DESIGN FLOW DEPTH
TYPICAL TRAPEZOIDAL DIVERSION
1o% SETTLEMENT
TYPICAL VEE-SHAPED DIVERSION
DETAIL: DIVERSIONS
�I
NTS
\ STREAM
BED
NTS
Tsc
1. TIMBER MATTING SHALL
BE USED WHERE
CONSTRUCTION EQUIPMENT
CROSSES THE BASE/LOW
FLOW CHANNEL WITHIN THE
STREAM CHANNEL OR ANY
NON -TIDAL WETLANDS.
2. CONTRACTOR SHALL
DESIGN THE TIMBER
MATTING TO PROTECT THE
STREAM CHANNEL BOTTOM
OR WETLAND AREAS FROM
VEHICLES. THE MATTING
SHALL BE DESIGNED TO BE
STABLE WHEN TRAVERSED
BY CONSTRUCTION
VEHICLES.
3. THE CROSSING SHOULD BE
CONSTRUCTED IN SUCH A
WAY TO PREVENT THE
WHEELS FROM PASSING
THROUGH THE STREAM
FLOW, AND MINIMIZE
DEBRIS FROM VEHICLES
FALLING INTO THE STREAM
CHANNEL.
4.) BRIDGE TEMPORARY
STREAM CROSSING SHALL BE
USED FOR TSC 5,6 AND 7
(AREAS WHERE PERMANENT
IMPACTS WERE AVOIDED
THROUGH THE USE OF A
BRIDGE SPAN)
NOTE: GRAVEL ACCESS ROAD STABILIZATION
PROPOSED ONLY WITHIN EXISTING ROAD BEDS. FILL
WILL GENERALLY BE USED TO RETURN EXISTING
ROADS TO ADJACENT GRADE BUT WILL NOT EXCEED A
MAXIMUM FILL DEPTH OF 18 INCHES OVERALL.
NTS
RWD
VDOT #1
COARSE AGGREGATE 18" MIN
— 6MINIMUM
TYPICAL GRAVEL STRUCTURE
COMPACTED SOIL
i
18" MIN
I
6' MINIMUM —
I
TYPICAL EARTHEN STRUCTURE
9 DETAIL: RIGHT-OF-WAY DIVERSION
17 NTS
RIVANNA VILLAGE:
EROSION AND SEDIMENT
CONTROL PLAN
AMENDMENT 1 AND PHASE II
ALBEMARLE COUNTY, VIRGINIA
SCE
Blossom Consulting and Engineering Inc.
1101 Professional Drive, Suite G
Williamsburg VA 23185
p: 757-870-4825
KEY PLAN
ISSUE
REV # DATE DESCRIPTION
#1 3/2/18 PER COUNTY COMMENTS
#2 4/16/18 PER COUNTY COMMENTS
�,LTH
OF
o
�
0 SCOTT C.
Lie. No.
BLOSSOM a
40287
�SSIONAL
E��1
Job No: 1005 Drawn By: BCE
Date: 12.04.2017 Checked By: Scott C. Blossom, P.E.
E & S DETAILS (1)
ES - 17
NTS
NTS
RIVANNA VILLAGE:
EROSION AND SEDIMENT
CONTROL PLAN
SB
TEMPORARY CULVERT CROSSING
CROSS SECTION
SF CONSTRUCTION OF A SILT FENCE
AMENDMENT 1 AND PHASE II
(WITHOUT WIRE SUPPORT)
.LUTE, OR EXCELSIOR
OR EQUIVALENT
CREST OF EMERGENCY
DESIGN HIGH WATER SPILLWAY
(25-YR. STORM ELEV.)�
C"Wolcm or Aft CULVEM
- FLOW
VW7 fi 00ARSC A09RWATe or oeEP
ALBEMARLE COUNTY, VIRGINIA
STAPLED IN PLACE VARIABLE (MIN. 7')
MIN. 1.0'
I. SET THE STAKES. 2. EXCAVATE A 4 x 4 TRENCH
UPSLOPE ALONG THE LINE OF
STAKES.
1/2 ouu6TER
Of PIPE OR If, EARTH E µOVA
WHICHEVER IS try L
BURIED 6" MIN. 6" MIN.
6' MAX.
BURIED 6" N. I I —III
—III—I I �I I
MIN. i.0'
IP
=1 I I=1 I I=1 I I I=1
RISER CREST
C
I I-T-�T-1 I I� I(-1 I i-1 I I-1 I �I I-T�1 f�T-
6'7 c.Y./ AC. DEWATERING
DRY "STORAGE
—
/
sLEVELPREADEROF
— 2:1 OR
— — — FLATTER
DEVICE
�r
/
FLYER Qor
\\\FLYER
FLOW
1"V.. 6'
67 C.Y./ AC.
"WET "STORAGE
4 4
LEVEL SPREADER WITH VEGETATED LIP
3. STAPLE FILTER MATERIAL 4. BACKFILL AND COMPACT
ELEVATION
TO STAKES AND EXTEND THE EXCAVATED SOIL.
IT INTO THE TRENCH.
LAST 20' OF DIVERSION
NOT TO EXCEED i% GRADE
SEDIMENT CLEANOUT POINT
"STORAGE REDUCED
TO 34 C.Y./ ACRE)
I rl '^•
r,
\
10ai 1 00MRSE LAM �Nlxlwe
�ocxt TE Roar aim
raRTH FILL
CE
DIVERSION
Blossom Consulting and Engineering Inc.
— FLOW
l
FLOW
1101 Professional Drive, Suite G
j
Williamsburg VA 23185
—LEVEL
SHEET FLOW INSTALLATION
p: 757-870-4825
SPREADER
DESIGN ELEVATIONS WITH
(PERSPECTIVE VIEW)
I '
STABILIZED
EMERGENCY SPILLWAY
FLOW 3' MAX.
sa IM1dAUlA , ,
50' MNI4g111
TOP OF BANK tSt 1
OP of
CHANNEL GRADE o%
UNDISTURBED OUTLET
N
DESIGN HIGH WATER
9MIl� SION moo/
OR S�wrI.E �""/ PLAN VIEW OR
(25-YR. STORM ELEV.) MIN. 2.0'
MIN. 3.0'
POINTS A SHOULD BE HIGHER THAN POINT B.
-
6' MIN.
MIN. 0.5' MIN. 1.0'
DRAINAGEWAY INSTALLATION
(FRONT ELEVATION)
TSC#3 = TWO (2) 48 INCH DIAMETER CULVERTS OR EQUIVALENT*
TSC#4 = FOUR (4) 48 INCH DIAMETER CULVERTS OR EQUIVALENT*
6X6 SALT TREATED
TIMBER (IF APPLICABLE)
67 C.Y./ AC.
" DRY " STORAGE
3 DETAIL: SILT FENCE
DETAIL: TEMPORARY STREAM CROSSING
PERSPECTIVE VIEW
RISER CREST
18 NTS
18 NTS
NOTE: ALL TEMPORARY BERMS, SWALES AND LEVEL
SPREADER DITCH MUST RECEIVE TEMPORARY
67 C.Y./ AC. �\ DEWATERING
" WET ° STORAGE
DEVICE
SIZES BASED ON ASSUMED CONSTRUCTION DURATION. MAY BE MODIFIED UPON APPROVAL OF ENGINEER.
—
SEEDING IMMEDIATELY AFTER INSTALLATION
SEDIMENT CLEANOUT POINT
ST
DESIGN ELEVATIONS WITHOUT
1 2
-
KEY PLAN
1 DETAIL: LEVEL SPREADER
EMERGENCY SPILLWAY
ORIGINAL 3�I
REQUIREMENTS FOR
18 NTS
GROUND
TOE
1
(RISER PASSES 25-YR. EVENT)
ELEV.
BANK STA BILIZA 'ION
1.0'
6'7CU. YD./ACRE
FILTER CLOTH UNDERLINER (PREFERRED)
2 DETAIL: SEDIMENT BASIN SCHEMATIC
S S F
i8 ELEVATIONS NTS
67 CU. YD./ACRE
KEY 1N T
FLIER CLOTH
4
CHAIN LINKED FENCE 2 1/2" DIA GALV.
COVERED BY FILTER ALUMINUM FENCE
FABRIC POST
(EXCAVATED)
FILTER CLOTH ORIGINAL
GROUND
T
PROVIDE ADEQUATE
STRAPPING
ELEV.
S B
GROUND z
N �
POLYETHYLENE CAP
* \
COARSE AGGREGATE CLASS I RIPRAP
(
1
ISSUE
z
REV #
DATE
DESCRIPTION
FILTER CLOTH
M
CROSS SECTION OF OUTLET
#1
3/2/18
PER COUNTY COMMENTS
#2
1 4/16/18
PER COUNTY COMMENTS
GRANULAR FILTER
PERSPECTIVE VIEW
— — —
DEPTH
VARIES AS
DIA. GALV.
TACK WELD
PERFORATED POLYETHYLENE *
_ DRAINAGE TUBING, DIAMETER
REQUIRED
FOR DRY" CLASS I RIPRAP LENGTH (IN FEET) _
STORAGE
2 I/2"
/ ALUMINUM FENCE POST
_ VARIES (SEE CALCULATIONS IN
/ 6 X DRAINAGE AREA
T
CHAIN LINKED FENCE
\ APPENDIX 3.14-A)
}
12" MIN. FIRST LAYER o
FILTER FABRIC
I \
_
/
DIVERSIONDIKE
FILTER CLOTH W/ z w
12" OVERLAP AT
i i
\_
�—
BOTTOM I�i —F
—GROUND
EMBED FILTER FABRIC
FERNCO-STYLE " COUPLING
WET
STORAGE1000
9' MI INTO
�
� � �
�
•� ��
FILTER� � �
�CLOTH
BOTTOM OF 24" MIN
WIDE TRENCH DEWATERING ORIFICE, *r
SECTION VIEW SCHEDULE 40 STEEL STUB 1-FOOT MINIMUM, ���— �— —� — COARSE ACCREQ41E
Wn. iHiCKNE55 = 6"
LDIAMETER
FENCING:
VARIES (SEE CALCULATIONS ON
CORRUGATED METAL RISER PLAN SHEETS)
///
�Aj,T H O f t
FENCING SHALL BE 42 HIGH CHAIN LINK FENCE CONSTRUCTED IN
x
�
Source: Adapted from VDOT DTairiage Man1w Plate 3.19-1
f
ACCORDANCE WITH THE LATEST VIRGINIA DEPARTMENT OF
I
/
TRANSPORTATION CHAIN LINK FENCE DETAIL 02.0 .THE
5 4
COARSE AGGREGATE /
�'
/
SCOTT C. BLOSSOM
Lic. No. 40287
SPECIFICATION FOR A 6'-o" FENCE SHALL BE USED, SUBSTITUTING
42 FABRIC AND 6 -o LENGTH POSTS.
11
EXCAVATED /
1. CHAIN LINK FENCE TO BE FASTENED SECURELY TO FENCE POSTS
WITH WIRE TIES OR STAPLES.
NOTE: WITH CONCRETE RISER, USE PVC SCHEDULE 40 STUB
FOR DEWATERING ORIFICE
FILTER CLOTH
AREA ----
NOTES:
CLASS 1 RIP RAP SLOPE STABILZATION TO BE APPLIED ON BIOFILTER
SLOPES DOWNSTREAM OF BRIDGE/CULVERT CROSSINGS AS SHOWN
0
�S`�IONAL
2. FILTER CLOTH TO BE FASTENED SECURELY TO CHAIN LINK FENCE
IN PLAN VIEW.
WITH TIES EVERY 24" AT TOP AND MID SECTION.
MINIMUM DEPTH = 2.2 FT
3. WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER THEY
DRAINAGE TUBING SHALL COMPLY WITH ASTM F667
MINIMUM HEIGHT = 3 FT UNLESS OTHERWISE SPECIFIED HEREIN
SHALL BE OVERLAPPED BY 6' AND FOLDED.
AND AASHTO M294
UNDERLAIN BY FILTER FABRIC PER VESCH STANDARDS AND SPECIFICATIONS.
Job No: 1005
Drawn By: BCE
4. MAINTENANCE SHALL BE PERFORMED AS NEEDED AND SILT
Date: 12.04.2017
Checked By: Scott C. Blossom, P.E.
BUILDUPS REMOVED WHEN "BULGES" DEVELOP IN THE SILT FENCE.
E & S DETAILS (2)
5 DETAIL: SEDIMENT BASIN DEWATERING SYSTEM
6 DETAIL: SEDIMENT TRAP
8 DETAIL: RIP RAP SLOPE STABILIZATION
4 DETAIL: SUPER SILT FENCE
i8
NTS 18
1$ NTS
18 NTS
NOTES:
1) CONCRETE SHALL BE CLASS A3
2) CONTRACTOR MAY SUBMIT
1
ALTERNATE BID WITH FLOWABLE
swM DR
FILL INSTEAD OF CONCRETE, t (thickness) 3.0"
R I VAN NA VILLAGE:
ANTI VORTEX
DEVICE DESIGN
PENDING APPROVAL BY DESIGN
ENGINEER
EROSION AND SEDIMENT
STANDARD PIPE HANGER OR
x 2" METAL CLAMPS WITH HOLES
7ea" DIAMETER 8 LT5 & NUTS F R l
SIDE WALLS MAY CONFORM
CONTROL PLAN
3" MIN. DIAMETER TEMP. ORIFICE
STUBOUT,SCHEDULE 40 STEEL STUB,
PRESISURE RELIEF
I
TO THE SHAPE OF EXCAVATED
i FOOT. MIN. LENGTH.
TOP OF HOLES ��r �•
TRENCH
SHALL NOT BE LESS THAN 6" 8„
AMENDMENT 1 AND PHASE II
I ; POLYETHELEiNE CAP
DRY
A�\ O A
TEIIIPORA:r
O O
TOP STIFFENER (If REOUIRED)
D i a m e t e r
ALBEMARLE COUNTY, VIRGINIA
3 I; STORAGE
PIS PERFORATED ELEVATION
DEWATERINc:
DEVICE
IS -X-X -ANGLE WELDED
TO TOP AND ORIENTED PER -
I ; - - S" DIAMETER I I
POLYETHYLENE DRAINAGE
O
�r Tuaw
O PENDICULAR TO CORRUGATIONS.
1
/2 (D + 2t) = 15
2
' WET
•� WATERTIGHT FLEXIBLE STORAGE
` FOR ELEVATION I 7TEMPORARY
WATER p ;� O
O O TOP IS -GAGE CORRUGATED
METAL OR 1 /8' STEEL PLATE.
• COUPLING g" DIA.
.`,.
O
-_ POLYETHELENE TUBING �` •'
COUAO EIRYPLOATIEICE
, PRESSURE RELIEF HOLES MAY
- - -
B" DIA. SOLID POLYETHYLENE I
/OUTLET
PERMANENT WATERS
BE OMMITTED, ENS OF
TARE LEFT
PIF't DRArJAGE TtPSW
QUALITY ORIFICE
� CORRUGATIONS FULLY
OPENING ; 1 " -
\.-WATERTIGHT FLEXIBLE COUPLING FOR PLAN VIEW OPEN WHEN THE TOP IS
2 D - 2
"
ATTACHED.
3MIN. DIA. STEEL PIPE TO I I
%4 DOR611
I I
8" DIA. POLYETHELENE TUBING I - - - - - --
D
�
I
T
Eo CYLINDER IS GAGE CORRUGATED
DRAINAGE TUBING SHALL COMPLY WITH
ALL AROUND
METAL PIPE OR FABRICATED FROM
12" 12"
SIDE VIEW ASTM F667 OR AASHITO M294. FRONT VIEW-STORMWATER
(TYPICAL DETAILS)) (TYPICAL DETAILS)
MANAGEMENT
DRAINAGE STRUCTURE
(STD_ SWM-I TYPICAL) H
/8
STEEL PLATE.
113CE
811
NOTES:
NOTES:
1_ THESE DETAILS ARE TO BE USED TO MODIFY THE PERMANENT STORMWATER MANAGEMENT
�� �N'
1. THE CYLINDER MUST BE
Blossom Consulting and Engineering Inc.
DRAINAGE STRUCTURE WHERE THE STORMWATER MANAGEMENT BASIN IS TO BE USED FOR
A TEMPORARY SEDIMENT BASIN DURING PROJECT CONSTRUCTION.
FIRMLY FASTENED TO THE
12 INCH
1101 Professional Drive, Suite G
2. GRADE STORMWATER MANAGEMENT BASIN As SHOWN IN PLANS,
TOP OF THE RISER.
Diameter DRAINAGE
Williamsburg VA 23185
p: 757-870-4825
3. ALL OPENINGS (IF ANY) IN SIDE OF STRUCTURE (OTHER THAN PERMANENT WATER QUALITY
ORIFICE) ARE TO BE COVERED WITH SOLID METAL PLATES WHILE THE BASIN IS BEING USED
N6 x •2- SUPPORT BAR SIZE
F*
2. SUPPORT BARS ARE WELDED
BLANKET
/ (VDOT#78)
FOR SEDIMENT CONTROL,
SPACER tea? (#6 REBAR MIN
TO THE TOP OF THE RISER
4. DEWATERING DEVICE AND COMPONENTS AND TEMPORARY METAL PLATES (IF ANY), AS SHOWN
OR ATTACHED BY STRAPS
IN THE DETAIL. ARE TO BE REMOVED AND PERMANENT STEEL PLATE WITH WATER OUALITY�
ORIFICE IS TO BE INSTALLED WHEN BASIN IS NO LONGER NEEDED FOR SEDIMENT CONTROL_
BOLTED TO TOP OF RISER.
4INCH DIAMETER
5. SMIILAR DEVICE MAY ALSO BE USED ON OTHER STORMWATER MANAGEMENT DRAINAGE
STRUCTURES.
RISER �:��a c t
i� -~
I
SLOTTED PVC PIPES
12" ! (MIN. 5 FEET LONG)
G. COST OF TEMPORARY DEWATERING DEVICE .AND TEMPORARY METAL PLATES (IF ANY) SHALL
I
I
- � DAYLIGHTED
BE INCLUDED IN THE BID PRICE FOR STORMWATER MANAGEMENT DRAINAGE STRUCTURE.
THROUGH
7. THE TEMPORARY 8" DIA. POLYETHELENE DRAINAGE TUBING IS TO BE SOLID FOR THE LENGTH
SECTION A - A
ISOMETRIC
WEEPHOLE IN
BELOW WET STORAGE ELEVATION AND IS TO BE PERFORATED ABOVE THE WET STORAGE
HEADWALL
ELEVATION. THE COUPLING IS TO BE WATERTIGHT.
T
SPECIFICATION NOTES:
3 DETAIL: OUTFALL CULVERT CONCRETE CRADLE
STORMWATER MANAGEMENT (S W M) DETAILS
REFERENCE 1) PROPOSED TEMPORARY SEDIMENT BASIN RISER STRUCTURE SHALL CONSIST
OF 36-INCH INSIDE DIAMETER CORRUGATED METAL PIPE. PER TABLE 3.14-D
19 AND GRAVEL DRAINAGE BLANKET NTS
ROAD AND BRIDGE STANDARDS
OF THE VESCH HANDBOOK, THE CONCENTRIC TRASH RACK SHALL CONSIST OF A 54-INCH DIAMETER CYLINDER, 14 GAGE,17-INCHES IN HEIGHT. MINIMUM
.:.III ; r T OF 5 REVISION DATE
302 SUPPORT BAR SIZE IS #8 REBAR.
11.1.:: 6 V�7GINIA, DEPAR PAENT OF TRANSPORTATION
2) CORRUGATION FOR 12"-36" PIPE MEASURES 2 3 " x 2"
1 DETAIL: MODIFICATIONS TO PERMANENT SWM RISER TO SERVE AS TEMPORARY SEDIMENT BASIN PRINCIPAL SPILLWAY 2 DETAIL: SEDIMENT BASIN ANTI -VORTEX DEVICE FOR CMP RISER (TEMPORARY STAGE 1 SB 11)
19
19 (FROM VESCH 3.14 - SEDIMENT BASIN)
FLOTATION CALCULATIONS FOR RISER BASE (01)
EXAMPLE PLAN VIEWS ►r S Ol'
WEIGHT OF WATER = 64.2o LBS/CU-FT
KEY PLAN
PRINCIPAL SPILLWAY
WEIGHT OF CONCRETE=150.00 LBS/CU-FT
BAFFLE LOCATIONS IN
54"
TOP INVERT OF RISER = 346.o FT, NAVD88
THE RISER OF THE PRINCIPAL SPILLWAY SHALL BE SECURELY ATTACHED TO THE BARREL BY WATERTIGHT
INVERT OF UNDERDRAIN = 342.o FT, NAVD88
SEDIMENT BASINS
CONNECTION. THE BARREL AND RISER SHALL BE PLACED ON A FIRMLY COMPACTED SOIL FOUNDATION.
INVERT OF CULVERT = 336.o FT, NAVD88
THE BASE OF THE RISER SHALL BE FIRMLY ANCHORED AS SHOWN TO PREVENT FLOATING. SPECIAL CARE
BOTTOM INVERT OF RISER = 336.o FT, NAVD88
D
_
SHALL BE TAKEN IN COMPACTING AROUND THE PIPE IN 4-INCH LAYERS AND COMPACTED UNTIL 95%
HEIGHT OF RISER = 1o.o FT
o 2 NO SOME
COMPACTION IS ACHIEVED. A MINIMUM OF TWO FEET OF FILL SHALL BE HAND -COMPACTED OVER THE
RISER INSIDE DIAMETER = 3.o FT
BARREL BEFORE CROSSING IT WITH CONSTRUCTION EQUIPMENT.
WALL THICKNESS = 4 INCHES
RISER INSIDE AREA = 7.07 SF
H�0" i `�
`� ��- RISER
`��-
FILTER OR DRAINAGE DIAPHRAGM
RISER OUTER AREA = 10. 56 SF
���
RISER FOOTPRINT = xx SF
��2
1) THE DIAPHRAGM SHOULD CONSIST OF SAND, MEETING FINE CONCRETE AGGREGATE REQUIREMENTS
RISER BASE:
MOW
L TOTµ ��� FLCW
NORMAL PDOL PDWrNOT of
(AT LEAST 15% PASSING THE NO.40 SIEVE BUT NO MORE THAN 1o% PASSING THE NO. too SIEVE). IF
RISER BASE AREA = 25.22 SF
AR OIL(
THE RISfRTHE BAFFIC rc
UNUSUAL SOIL CONDITIONS EXIST, A SPECIAL ANALYSIS SHOULD BE COMPLETED.
BASE DEPTH = 5.o FT
2) THE DIAPHRAGM SHOULD BE A MINIMUM OF 3 FEET THICKNESS AND SHOULD EXTEND VERTICALLY
RISER OPENINGS:
HMMAL POOL
UPWARD AND HORIZONTALLY AT LEAST 3 TIMES THE PIPE DIAMETER AND VERTICALLY DOWNWARD
UNDERDRAIN ORIFICE (6" DIAMETER) = 0.20 SF
�^
ORRUGATED METAL
AT LEAST 24 INCHES BENEATH THE BARREL INVERT, OR TO ROCK, WHICHEVER IS ENCOUNTERED
OUTFALL CULVERT (24" INSIDE DIAMETER) = 3.14 SF
0/2 L RISER
FIRST (SCS TECH. NOTE 709). TOTAL AREA = 3.34 SF D
CYLINDER WITH
3) THE DIAPHRAGM SHOULD BE PLACED IMMEDIATELY DOWNSTREAM OF THE CUTOFF TRENCH,
TOTAL VOLUME (AREA X 4") = 1.11 CU-FT
��
I S S U E
ANTI -VORTEX BARS PER
APPROXIMATELY PARALLEL TO THE CENTERLINE OF THE DAM.
WEIGHT OF DISPLACED WATER:
DETAIL 2,THIS SHEET)
4) IN ORDER TO ACHIEVE MAXIMUM DENSITY OF CLEAN SANDS, FILTER LAYERS SHOULD BE FLOODED
VOLUME OF RISER = 105.6 CU-FT
WITH CLEAN WATER AND VIBRATED JUST AFTER THE WATER DROPS BELOW THE SAND SURFACE. THE
VOLUME OF BASE = 78.02 CU-FT
REV #
DATE
DESCRIPTION
FILTER MATERIAL SHOULD BE PLACED IN LIFTS NO MORE THAN 12 INCHES.
TOTAL DISPLACED VOLUME = 183.62 CU-FT
NONMPL anal Rlsot NFLOW
5) UP TO FOUR FEET OF EMBANKMENT MATERIAL MAY BE PLACED OVER A FILTER MATERIAL LAYER
WEIGHT OF DISPLACED WATER = 11,458 LBS
�
#1
3/2/18
PER COUNTY COMMENTS
BEFORE EXCAVATING BACK DOWN TO EXPOSE THE PREVIOUS LAYER. AFTER REMOVING ANY
WEIGHT OF RISER:
VOLUME OF RISER CONCRETE = CU-FT
#2
4/16/18
PER COUNTY COMMENTS
UNSUITABLE MATERIALS, THE TRENCH MAY BE FILLED WITH ADDITIONAL 12-INCH LIFTS OF FILTER
34.91
MATERIAL, FLOODED AND VIBRATED AS DESCRIBED ABOVE, UNTIL THE TOP OF ADJACENT FILL IS
VOLUME OF OPENINGS = 1.11 CU-FT
All, BAFFLE
' - w D
REACHED. TOTAL VOLUME OF RISER = 33.8o CU-FT ��"
��
6) THE DIAPHRAGM SHOULD BE DISCHARGED AT THE DOWNSTREAM TOE OF THE EMBANKMENT. THE
WEIGHT OF RISER = 507o LBS
/
`L ��\ / L2
36" INSIDE DIAMETER ORRUGATED
OPENING SIZES FOR SLOTTED AND PERFORATED PIPES IN DRAINS MUST BE DESIGNED USING THE
WEIGHT OF BASE:
VOLUME OF BASE = 78.02 CU-FT
, /
FILTER CRITERIA. A SECOND FILTER LAYER MAY BE REQUIRED AROUND THE DRAIN PIPE IN ORDER TO
METAL RISER WEIGHT OF BASE = 11,703 LBS L - L + L2
ALLEVIATE THE NEED FOR MANY VERY SMALL OPENINGS. FABRIC SHOULD NOT BE USED AROUND THE
I
PERFORATED PIPE AS IT MAY CLOG RENDERING THE PERFORATIONS IMPENETRABLE BY WATER.
TOTAL DOWNWARD WEIGHT = 16,773 LBS
NFLOW
FACTOR OF SAFETY = 1.51
OF ♦• X 8• 1EXIEIiIOR
L
PLrw000 oR Ea)nrKENr
29NEET3
S ev18" CORRUGATED METAL BARREL
11 � �e c�FST ��
FLOTATION CALCULATIONS FOR RISER BASE (SB2)
j .•
(SEE DESIGN SHEETS FOR ACTUAL
GIVEN:
I I Iu�� ASOUPM
r
LENGTH AND INVERT ELEVATIONS)
WEIGHT OF WATER = 64.2o LBS/CU-FT
LEAST 3P INTO THE CWWA
e.
WEIGHT OF CONCRETE = 150.00 LBS/CU-FT
TOP INVERT OF RISER = 346.o FT, NAVD88
INVERT OF UNDERDRAIN = 344•o FT, NAVD88
NOTE: INSTALL BAFFLE IN SB12 AS SHOWN IN PLAN VIEW. SEE SEE VESCH
H pF
INVERT OF CULVERT = 340.o FT, NAVD88
STANDARD AND SPEC 3.14 FOR ADDITIONAL INFORMATION.BOTTOM
�LT
CLASS A-3
OF RISER = 340.o FT, NA88
HEIGHT OF RISER 6`o FT
G'
CONCRETE BASE
RISER INSIDE DIAMETER = 2.5 FT
WALL THICKNESS = 4 INCHES
SCOTT C. BLOSSOM a
RISER INSIDE AREA = 4.91 SF
Lie. No. 40287
RISER OUTER AREA = 7.88 SF
c>~
�p W
RISER FOOTPRINT = XX SF
° a d d d d d
d
° d d° d d ° d d
RISER BASE:
RISER BASE AREA =13.64 SF
5 DETAIL: TYPICAL SEDIMENT BASIN BAFFLE
S
S
° d
° d d V d d
ONAL
d ° d °
° d
d d � d °
BASE DEPTH = 3.o FT
19 ADOPTED FROM VESCH 3.14 NTs
d d ° d d
° d
° ° d°
d d ° °
RISER OPENINGS:
C d°
d ° m ° d d ° d A ° d ° 18"
FILTER OR DRAINAGE DIAPHRAGM
UNDERDRAIN ORIFICE (4" DIAMETER) = o.o9 SF
°
° d d d °d ° d d, d °
PER SPECIFICATIONS ABOVE.
OUTFALL CULVERT (18" INNER DIAMETER) = 1.77 SF
° d ° d ° d °
ALTERNATIVE DESIGN INCLUDES
TOTAL AREA = 1.85 SF
d d d d d d ° °
d ° d d
CONCRETE CRADLE AND DRAINAGE
TOTAL VOLUME (AREA X 4") = o.62 CU-FT
° ° d
dO d dO d
BLANKET SEE DETAIL THIS SHEET)
3)
WEIGHT OF DISPLACED WATER:
Job No: 1005
Drawn By: BCE
d
d° d
° d d d` °
VOLUME OF RISER = 47.25 CU-FT
Date: 12.04.2017
Checked By: Scott C. Blossom, P.E.
VOLUME OF BASE = 29.39 CU-FT
E & S DETAILS (3)
72" CONCRETE BASE (2- D) TOTAL DISPLACED VOLUME = 76.64 CU-FT
WEIGHT OF DISPLACED WATER = 4,782•34 LBS
NOTE: SEE STORMWATER MANAGEMENT PLAN
WEIGHT OF RISER:
SHEETS FOR PERMANENT STORMWATER BMP
VOLUME OF RISER CONCRETE = 17.8o CU-FT
STRUCTURES DETAILS AND DESIGNS.
VOLUME OF OPENINGS = o.62 CU-FT
TOTAL VOLUME OF RISER =17.18 CU-FT
WEIGHT OF RISER = 2,577 LBS
4 DETAIL: TEMPORARY SEDIMENT BASIN RISER (36" DIAMETER CMP) WITH ANTI -VORTEX DEVICE
WEIGHT OF BASE:
1 g
NITS
VOLUME OF BASE = 29.39 CU-FT
WEIGHT OF BASE = 4,4o8.5o LBS
TOTAL DOWNWARD WEIGHT = 6,985.5o LBS
FACTOR OF SAFETY = 1.5
ES 19
FILEPATH:C:\Users\Hill\Dropbox\Projects\005 RivannaNEW\Design and Analysis\CAD\005_RivannaPH2_ESC_REV2.dwglHilllApr 12, 2018 at 11:56ILayout: 19 ES 1 Details (3)
ALBEMARLE COUNTY FINAL PLAN GENERAL CONSTRUCTION NOTES
1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A
PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT
ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT
SHALL GOVERN.
2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT UNLESS
OTHERWISE NOTED.
3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN
AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION.
4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED.
5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL:VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR
BETTER ARE TO BE ACHIEVED.
6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, OR
DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE
CHANNEL.
7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC
CONTROL DEVICES.
8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS III.
9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION
INDUSTRY (29 CFR PART 1926).
GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL PLANS
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 625-02-00
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 10-2o-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 COUNTY EROSION CONTROL INSPECTOR.
GENERAL CONSTRUCTION NOTES FOR STORMWATER MANAGEMENT PLANS
1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL
FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING
CONSTRUCTION OF DAMS.
2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES.
3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT
FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE
COUNTY EROSION CONTROL INSPECTOR.
4. SELECT E&S MEASURES MAY BE IMPLEMENTED DURING PHASE 1 STAGE 1 CONSTRUCTION AND THEN MODIFIED DURING STAGE 2.5.
PROPOSED TEMPORARY STREAM CROSSINGS WILL BE DESIGNED AND IMPLEMENTED TO AVOID IMPACTS IN AREAS SHOWN AS
PRESERVED ON THE PERMIT APPLICATION.
TEMPORARY STABILIZATION/SEASONAL NURSE CROP)
QUANTITY
BOTANICAL NAME
COMMON NAME
SPECIFICATION
SEEDING DATE
RATE (LBS./ACRE)
NOTES
100%
SECALE CEREALS
CEREAL RYE
SEED
NOVEMBER 1 - FEBRUARY 28
30
APPLY TEMPORARY STABILIZATION/SEASONAL
NURSE CROP TO ALL DISTURBED AREAS IN
ACCORDANCE WITH SEEDING DATES SHOWN.
100%
LOLIUM MULTIFLORUM
ANNUAL RYEGRASS
SEED
MARCH 1 - MAY 15
10
100%
UROCHLOA RAMOSA
BROWN TOP MILLET
SEED
MAY 16 - AUGUST 15
15
100%
LOLIUM MULTIFLORUM
ANNUAL RYEGRASS
SEED
AUGUST 16 - OCTOBER 31
10
PLAN VIEW
approved
dewatering device
stream
diversion pump
discharge hoses
P intake
P dewatering pump
hose
i .. :A
A /
flow
Z- intake hose
flow
sediment dike
clean water dike -�
sump -hole
/
r pool
.(12" to 18" deep
work area
2' dia.)
pumps should discharge
length not to exceed
onto a stable velocity
that which can be
completed in one day
dissipator made of rip rap
orsandbags
(See Outfall Protection
detail this sheet)
SECTION A -A
impervious sheeting
base flow + 1 foot
work area (2 foot minimum)
cross section of sandbag dike
REVISED NOVEMBER 2000
PAGE 1.2-3
NOTES:
1. SET UP PUMP AND HOSE AS SHOWN, OR USE OTHER PRACTICAL
ALTERNATIVES. PUMP SHOULD HAVE TWICE THE PUMPING CAPACITY OF
ANTICIPATED FLOW.
2. ALL INTAKE HOSES WILL BE SCREENED.
3. DISMANTLE DOWNSTREAM DAM, THEN UPSTREAM DAM. KEEP PUMP
RUNNING TO MAINTAIN STREAM FLOW.
DETAIL: PUMP AROUND DIVERSION
NTS
BMP I1 DIVERSION NOTES
��
IfIIIIIIIIIIIIIIIIIIIIII�I �
_ ►qjr--f
-
r
�
1. IN ORDER TO CONSTRUCT THE PROPOSED EMBANKMENT ASSOCIATED WITH THE LEVEL II WET POND IT WILL BE
NECESSARY TO DIVERT AND/OR PUMP STREAM FLOW AROUND THE WORK AREA DURING SELECT PERIODS OF
CONSTRUCTION.
2. THE STREAM CHANNEL CONTRIBUTING TO THE POINT OF DIVERSION IS APPROXIMATELY 4 FEET WIDE AND 1-2
FEET DEEP, WITH SEASONAL INTERMITTENT FLOW.
3. BASED ON POST DEVELOPMENT HYDROLOGIC ANALYSIS, THE to YEAR 24 HOUR PEAK DISCHARGE IS
APPROXIMATELY 300 CFS, WHICH WOULD NECESSITATE A LINED DIVERSION CHANNEL (EC-3 MATTING) 20 FEET
WIDE, 2 FT DEPTH WITH AN ASSOCIATED PEAK VELOCITY OF 8 FT/SEC.
4. GIVEN THE "RECEIVING" CHANNEL AT THE OUTFALL, AND THE REQUIRED OUTFALL PROTECTION ASSOCIATED
WITH THE DIVERSION CHANNEL, A CHANNEL DESIGNED TO CONVEY THE 1-YEAR STORM EVENT (110 CFS) IS
PROPOSED, THUS ALLOWING FOR LARGER EVENTS TO ACCESS THE FLOODPLAIN.
5. PROPOSED DIVERSION CHANNEL DIMENSIONS
5.1. 12 FT BOTTOM WIDTH
5.2. 2.3 FT DEPTH
5.3• 2:1 SIDE SLOPES
5.4• LINED WITH EC-3 MATTING
5.5• 1.5% SLOPE
6. THE PROPOSED DIVERSION CHANNEL SHALL OUTFALL INTO OUTFALL PROTECTION AT EITHER THE
EMERGENCY SPILLWAY LOCATION (300 FT LENGTH) OR THE PRINCIPLE SPILLWAY OUTFALL (boo FT LENGTH)
6.1. OUTFALL PROTECTION DESIGN
6.1.1. APRON LENGTH = 4o FEET (MIN)
6.1.2. CLASS 2 RIP RAP
6.1.3. APRON WIDTH = 15 FEET
7. A PUMP AROUND DIVERSION (SEE DETAIL THIS SHEET) MAY BE USED IN LIEU OF OR IN ADDITION TO THE
DIVERSION CHANNEL, AND MUST DISCHARGE INTO AN APPROVED SILT BAG AND INTO THE PROPOSED OUTFALL
PROTECTION APRON AS NOTED IN #6.
344
343
342
341
DIVERSION CHANNEL (BMP 11)
20.0' DESIGN
CHANNEL TOP WIDTH
3400 5 10 15
DISTANCE (FT.)
DIVERSION CHANNEL CROSS-SECTION
VERTICAL SCALE: 1 " = 2' HORIZONTAL SCALE: 1 " = 5
ALBEMARLE COUNTY FINAL PLAN GENERAL NOTES GENERAL CONSTRUCTION NOTES
GENERAL CONSTRUCTION NOTES FOR STREETS (THIS LIST IS IN ADDITION TO THE GENERAL CONSTRUCTION
NOTES)
1. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE
COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF COMMUNITY DEVELOPMENT (296-
5832) 48 HOURS IN ADVANCE OF THE START OF CONSTRUCTION.
2. UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, THE CONTRACTOR
SHALL HAVE CBR TESTS PERFORMED ON THE SUBGRADE SOIL. THREE (3) COPIES OF THE TEST RESULTS
SHALL BE SUBMITTED TO THE COUNTY. IF A SUBGRADE SOIL CBR OF 10 OR GREATER IS NOT OBTAINABLE,
A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN ENGINEER AND SUBMITTED WITH THE TEST
RESULTS FOR APPROVAL.
3. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY OR
WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL DRAINAGE OUTFALL EASEMENTS ARE TO
BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE.
4. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION AND APPROPRIATE END TREATMENTS
WILL BE FIELD VERIFIED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT
LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED
NECESSARY. WHEN GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE
OF PAVEMENT TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO
SEVEN (7) FEET.
5. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM
TO VDOT CG-9(A, B OR C).
6. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO
VDOT STANDARD PE-1.
7. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS
SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO.
8. ROAD PLAN APPROVAL FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD
THE FINAL PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION, THEN APPROVAL OF THESE
PLANS SHALL BE NULL AND VOID.
9. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM
TRAFFIC CONTROL DEVICES AND THE ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING
ORDINANCE AND MANUAL.
1o. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER
WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, THEY ARE DEEMED NECESSARY IN
ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS.
11. THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE 5 MPH BELOW THE DESIGN SPEED, OR AS
DETERMINED BY VDOT FOR PUBLIC ROADS.
12. VDOT STANDARD CD-1 OR CD-2 CROSS -DRAINS UNDER TO BE INSTALLED UNDER THE SUBBASE
MATERIAL AT ALL CUT AND FILL TRANSITIONS AND GRADE SAG POINTS AS SHOWN ON THE ROAD PROFILES.
13. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE DEEMED
INACCESSIBLE TO VDOT OR COUNTY INSPECTIONS. THE VIDEO INSPECTION SHALL BE CONDUCTED IN
ACCORDANCE WITH VDOT'S VIDEO CAMERA INSPECTION PROCEDURE AND WITH A VDOT OR COUNTY
INSPECTOR PRESENT.
20
GEOTECHNICAL ENGINEERING NOTES
1. SEE REPORT OF GEOTECHNICAL INVESTIGATION
PREPARED BY VIOLA ENGINEERING DATED 11/10/2016
FOR ADDITIONAL GEOTECHNICAL RECOMMENDATIONS.
2. PHASE 2 REPORT OF GEOTECHNICAL INVESTIGATION
PROVIDED UNDER SEPARATE COVER
3. PHASE 1 AND PHASE 2 REPORT OF GEOTECHNICAL
INVESTIGATIONS ARE INCORPORATED BY REFERENCE
HEREIN.
RUNOFF WATER
CONCRETE
� ��►�����.
tt��Ir�•�.•y� A► .,,err
GRAVEL FILTER*
12"
SPECIFIC APPLICATION
r
12"
WIRE MESH
r- FILTERED WATER
o e
a
o _
0 4
d n
D A
a r
CURB INLET
THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS
WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE
INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED
AREAS.
GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE
DETAIL: CURB INLET SEDIMENT FILTER
NTS
RUNOFI
WATER
WITH
SEDIME
SPECIFIC APPLICATION
THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE
HEAVY FLOWS ARE EXPECTED AND WHERE AN OVERFLOW
CAPACITY IS NECESSARY TO PREVENT EXCESSIVE PONDING
AROUND THE STRUCTURE.
" GRAVEL SHALL BE VDOT #3. #357 OR #5 COARSE AGGREGATE.
DETAIL: DROP INLET SEDIMENT FILTER
NTS
TEMPORARY SEEDING NOTES
L TEMPORARY SEEDING SHALL CONFORM WITH THE VIRGINIA EROSION AND
SEDIMENT CONTROL HANDBOOK STANDARD AND SPECIFICATIONS 3.31
2. ALL SEED MIXES ARE TO BE UNTREATED TESTED SEED OF GOOD QUALITY
AND FREE OF NOXIOUS WEEDS.
3. ALL SEED SHALL BE DRY AND NOT MOLDY AND SHALL SHOW NO SIGN OF
HAVING BEEN WET OR OTHERWISE DAMAGED.
4. 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.
5. THE CONTRACTOR SHALL USE THE SEED MIXES AND APPLICATION RATES AS
SHOWN ON THE PLANT SCHEDULE BELOW. NO SUBSTITUTIONS SHALL BE
ACCEPTED WITHOUT PRIOR PERMISSION FROM THE ENGINEER OR
LANDSCAPE ARCHITECT.
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. TEMPORARY SEEDING SHALL BE APPLIED TO ALL DENUDED/DISTURBED
AREAS AND ALL SOIL STOCKPILES THAT WILL NOT BE BROUGHT TO FINAL
GRADE OR REMOVED FROM THE SITE WITHIN 14 DAYS.
8. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ACTUAL AMOUNT OF
STABILIZATION SEED MIXES REQUIRED.
DETAIL: TEMP.SEEDING NOTES
NTS
RIVANNA VILLAGE:
EROSION AND SEDIMENT
CONTROL PLAN
AMENDMENT 1 AND PHASE II
ALBEMARLE COUNTY, VIRGINIA
SCE
Blossom Consulting and Engineering Inc.
1101 Professional Drive, Suite G
Williamsburg VA 23185
p: 757-870-4825
KEY PLAN
ISSUE
REV # DATE DESCRIPTION
#1 3/2/18 PER COUNTY COMMENTS
#2 4/16/18 PER COUNTY COMMENTS
�,tiT H OF � f�
O Gl
SCOTT C. BLOSSOM a
Lic. No. 40287
�SSIONAL
Job No: 1005 Drawn By: BCE
Date: 12.04.2017 Checked By: Scott C. Blossom, P.E.
E & S DETAILS (4)
ES - 20
FILEPATH:C:\Users\Hill\Dropbox\Projects\005 RivannaNEW\Design and Analysis\CAD\005_RivannaPH2_ESC_ REV2.dwglHilllApr 12, 2018 at 11:561Layout: 20 ES 1 Details (4)
RIVANNA VILLAGE:
EROSION AND SEDIMENT
CONTROL PLAN
TYPICAL CONSTRUCTION SEQUENCE TYPICAL CONSTRUCTION SEQUENCE, (CONT.)
BLOCK I AND G (AND STAGING AND STOCKPILE AREA) BLOCKS J WEST AND PARK AREAS
31. CLEARING AND GRUBBING FOR TRAILS IN PARK AREAS TO OCCUR ONLY AS NEEDED FOR ACCESS AND THEN CONCURRENTLY WITH
1. CONTRACTOR TO STAKE OUT LIMITS OF DISTURBANCE PRIOR TO START OF CONSTRUCTION. INSTALLATION OF SEDIMENT CONTROL PRACTICES.
AMENDMENT 1 AND PHASE 11
ALBEMARLE COUNTY, VIRGIN IA
2. CONTRACTOR SHALL MAINTAIN PHASE 1 CE 1 AND CE 2 AS NEEDED TO INITIATE PHASE 2 CONSTRUCTION ACTIVITIES ACCORDING TO PLAN 32. DIVERSION CHANNELS, RIGHT OF WAY DIVERSIONS AND SEDIMENT TRAPS IN BLOCK J WEST TO BE INSTALLED AS DEPICTED IN DETAIL ON
VIEW SHEET 3 AND PER THE PAVED WASH RACK DETAIL 7 ON SHEET 17. SHEETS 17 AND 18 AND AS SHOWN ON SHEETS 15-18 IN PLAN VIEW. TRAPS SHALL BE FUNCTIONAL PRIOR TO UPSTREAM GRADING ACTIVITIES,
3. CONTRACTOR TO INSTALL TEMPORARY STREAM CROSSINGS #3 TO ACCESS BLOCK G FROM EXTENDING PARK STREET AND TEMPORARY AND SHALL BE INCREMENTALLY ADJUSTED/RAISED AS SITE EARTHWORK OPERATIONS PROGRESS.
STREAM CROSSING #4 (IN APPROVED PERMANENT STREAM IMPACT AREAS UPSTREAM OF PROPOSED POND EMBANKMENT) TO ACCESS 33. CONTRACTOR TO CLEAR AND GRUB BLOCKS J WEST AND PERFORM ROUGH UPON TEMPORARY STABILIZATION OF SEDIMENT TRAPPING
BLOCK I AND PROPOSED STOCKPILE AREA. AND DIVERSION PRACTICES.
4. SILT FENCE TO BE INSTALLED ON THE DOWN SLOPE SIDE OF ACCESS ROADS AND STOCKPILE IN BLOCK I. TREE PROTECTION SHALL BE 34. CONTRACTOR TO INSTALL RETAINING WALLS AS ROAD GRADES ARE REACHED, AND ADJUST SEDIMENT TRAP GRADES IN STAGE 2 TO
INSTALLED ALONG REMAINING STREAM BUFFER BOUNDARY IN BLOCK J AS SHOWN ON SHEET 3. REACH STAGE 2 SEDIMENT GRADES. ALL DENUDED OR DISTURBED AREAS TO BE PERMANENTLY STABILIZED IMMEDIATELY AFTER FINAL
5. INSTALL TRAPS IN BLOCK G AND SEDIMENT BASIN I1 PER DETAILS 1 AND 2 ON SHEET 17. SEDIMENT BASIN CS2 TO REMAIN ONLINE GRADE.
THROUGHOUT PHASE 1 AND PHASE 2 CONSTRUCTION. INSTALL DIVERSION CHANNELS IN BLOCK I AND G PER DETAIL 8 ON SHEET 17. 35. SEDIMENT TRAPS SHALL NOT BE CONVERTED TO PERMANENT BMPS (AS SHOWN IN STAGE 3 STORMWATER PLANS) UNTIL THE UPSTREAM
6. CLEARING AND GRUBBING OPERATIONS TO OCCUR ONLY AS NEEDED FOR ACCESS ROADS AND CONCURRENTLY WITH THE INSTALLATION OF WATERSHED IS STABILIZED
PERIMETER EROSION AND SEDIMENT CONTROL PRACTICES IN BLOCK I AND G. ACCESS ROADS TO BE CONSTRUCTED ALONG PROPOSED BLOCK G, I AND J (STAGE 2 EROSION AND SEDIMENT CONTROL)
ALIGNMENT OF PARK STREET AND CAPITAL DRIVE, AROUND STAGING AND STOCKPILE AREAS. ALTERNATIVE ROUTES MAY BE
RECOMMENDED BY COUNTY STAFF IN ORDER TO REDUCE EROSION AND DOWNSTREAM SEDIMENTATION. 36. ALL ACCESS ROADS TO BE PROTECTED IN A MANNER APPROVED BY PROJECT ENGINEER. MULCH, STONE, AND TIMBER MATS ARE
BCE
PREFERRED UNTIL PAVING OPERATIONS ARE COMPLETE.
7. CLEARING AND GRUBBING OF STAGING AND STOCK PILING AREA CAN OCCUR UPON TEMPORARY STABILIZATION OF SEDIMENT BASIN I1 AND
I2, SEDIMENT TRAPS IN BLOCK G, ASSOCIATED DIVERSION CHANNELS, AND RIGHT OF WAY DIVERSION IN BLOCK G. 37. AS ROADS AND INFRASTRUCTURE ARE INSTALLED, IT WILL BE NECESSARY TO BEGIN CONVERSION OF TEMPORARY EROSION AND
Blossom Consultingand Engineering Inc.
9 9
1101 Professional Drive, Suite G
SEDIMENT CONTROL TRAPS AND BASINS TO STAGE 2 GRADES. SEDIMENT TRAPS AND BASINS SHALL BE ROUGH GRADED TO STAGE 2
8. STAGING AND STOCK PILING AREA TO BE TEMPORARY STABILIZED UPON COMPLETION OF TEMPORARY GRADING. ELEVATIONS AS SITE EARTHWORK OPERATIONS PROGRESS, BUT SHALL NOT BE COMPLETED UNTIL THE UPSTREAM WATERSHEDS ARE
9. ACCESS ROAD TO BE PROTECTED IN A MANNER APPROVED BY PROJECT ENGINEER. MULCH, STONE, AND TIMBER MATS ARE PREFERRED. STABILIZED.
Williamsburg VA 23185
ACCESS ROAD STABILIZATION TO BE INSPECTED REGULARLY IN ORDER TO MAINTAIN EROSION CONTROL.
38. CONTRACTOR SHALL ADJUST SILT FENCE AS SHOWN ON STAGE 2 EROSION AND SEDIMENT CONTROL SHEETS AS NEEDED TO MAINTAIN
p: 757-870-4825
BLOCK H AND BLOCK J WEST PERIMETER CONTROLS DOWNSTREAM OF STAGE 2 GRADING ACTIVITIES (INCLUDING DOWNSTREAM OF PROPOSED EMBANKMENT
10. SILT FENCE TO BE MAINTAINED ON THE DOWN SLOPE SIDE OF ACCESS ROAD IN BLOCK H AND INSTALLED IN BLOCK J WEST. ASSOCIATED WITH STAGE 2 SEDIMENT BASIN I2).
11. CLEARING AND GRUBBING (ANY REMAINING AFTER PHASE 1 ACTIVITIES) TO OCCUR ONLY AS NEEDED TO MAINTAIN ACCESS ROAD FROM 39• ALL DENUDED OR DISTURBED AREAS TO BE PERMANENTLY STABILIZED IMMEDIATELY AFTER FINAL GRADE.
PROPOSED STEAMER DRIVE INTERSECTION ON PROPOSED PARK STREET AND TO CREATE ACCESS ROAD THROUGH BLOCK H AND TO BLOCK J BLOCK J (STAGE 2 SEDIMENT BASIN I2)
WEST. EXISTING SEDIMENT TRAPS TO BE MAINTAINED PER VESCH STANDARDS AND SHALL BE FUNCTIONAL PRIOR TO UPSTREAM GRADING 40. CLEARING AND GRUBBING ALONG EXISTING DAM EMBANKMENT TO OCCUR ONLY AFTER UPSTREAM WATERSHED IS STABILIZED AND
ACTIVITIES. GRADING ACTIVITIES ARE COMPLETE. STORM DRAINAGE INFRASTRUCTURE SHALL BE INSTALLED CONCURRENT WITH EARTHWORK
12. CONTRACTOR TO PERFORM ROUGH GRADING FOR BLOCK H AND CAN INITIATE GRADING ACTIVITIES FOR BLOCK J WEST ONLY AFTER ACTIVITIES AND DIRECTED TO PROPOSED OUTFALL LOCATIONS WITH OUTFALL PROTECTION INSTALLED.
SEDIMENT TRAPS, DIVERSION DIKES AND RIGHT OF WAY DIVERSIONS IN BLOCK J WEST ARE IN PLACE AND STABILIZED.
41. CONTRACTOR TO INSTALL PUMP AROUND AND/OR DIVERSION CHANNEL WITHIN APPROVED IMPACT AREAS TO BY PASS OFF SITE STREAM
13. ALL DENUDED OR DISTURBED AREAS TO BE PERMANENTLY STABILIZED IMMEDIATELY AFTER FINAL GRADE. FLOW AROUND DISTURBED AREAS DURING CONSTRUCTION OF STAGE 2 SEDIMENT BASIN I1.
BLOCK I 42. CONTRACTOR SHALL EXCAVATE STAGE 2 BASIN I2 TO PROPOSED GRADES AS DEPICTED ON SHEET 11 AND SHOWN IN THE STORMWATER
14. CONTRACTOR SHALL INSTALL CONSTRUCTION ENTRANCE CE3 (ONLY AT WHICH TIME ACCESS FROM ROUTE 250 IS NEEDED). ACCESS CAN PLANS AFTER BLOCKS C AND I ARE STABILIZED. CONSTRUCT EMBANKMENT AS DETAILED IN THE STORMWATER PLANS AND INSTALL
CONTINUE THROUGH PHASE 1 AND THROUGH BLOCK I AND G AS LONG AS PRACTICABLE IN CONSIDERATION OF FINISHED LOTS. PRINCIPAL SPILLWAY AND EMERGENCY SPILLWAYS.
15. DIVERSION CHANNELS PARALLEL TO EXISTING FLOW PATHS AND CHANNELS ARE NECESSARY TO DIVERT RUNOFF FROM DISTURBED 43• STAGE 2 SEDIMENT BASIN I1 CAN BE CONVERTED TO PERMANENT BMP I1 WHEN THE CONTRIBUTING WATERSHED IS STABLE, AND INLET
AREAS TO EROSION AND SEDIMENT CONTROL FACILITIES WHILE MAINTAINING BASE FLOW IN EXISTING STREAM CHANNELS. DIVERSIONS PROTECTION IS INSTALLED AT ALL UPSTREAM INLETS. REFER TO STORMWATER PLANS FOR FINAL CONVERSION SEQUENCE.
IN BLOCK I (NORTH), DOWN SLOPE OF ROUTE 250 SHALL BE IN PLACE PRIOR TO MAIN CLEARING AND GRUBBING ACTIVITIES. 44. ALL DENUDED OR DISTURBED AREAS TO BE PERMANENTLY STABILIZED IMMEDIATELY AFTER FINAL GRADE IS REACHED..
16. CLEARING AND GRUBBING TO OCCUR ONLY AS NEEDED FOR ACCESS ROAD, STOCKPILE, AND THE INSTALLATION OF EROSION AND
SEDIMENT CONTROL PRACTICES ALONG BUTTERFIELD LANE AND TERRAPIN CIRCLE.
17. ACCESS ROAD TO BE PROTECTED IN A MANNER APPROVED BY PROJECT ENGINEER. MULCH, STONE, AND TIMBER MATS ARE PREFERRED.
KEY PLAN
18. PERIMETER SEDIMENT CONTROLS SUCH AS SILT FENCE, DIVERSION CHANNELS, AND SEDIMENT TRAPS AND BASINS (AS NOTED ABOVE) TO
BE INSTALLED AS DEPICTED IN DETAILS ON SHEETS 17 AND 18 AND AS SHOWN ON SHEET 5-9 IN PLAN VIEW. ALL PERIMETER EROSION AND
SEDIMENT CONTROLS SHALL BE FUNCTIONAL PRIOR COMMENCEMENT OF GRADING OPERATIONS.
19. INSTALL TEMPORARY STREAM CROSSING #6 TO ACCESS BLOCK I EAST
20. INSTALL SEDIMENT BASIN I2 AND ASSOCIATED DIVERSION CHANNELS PRIOR TO CLEARING AND GRUBBING IN BLOCK I EAST.
21. CONTRACTOR TO CLEAR AND GRUB REMAINING AREAS IN BLOCK I (NORTH OF CAPITAL DRIVE) WHILE SEDIMENT TRAPS, DIVERSIONS AND
SEDIMENT BASIN I1 REMAINS FUNCTIONAL. CONTRACTOR TO PERFORM ROUGH GRADING PER VESCH STANDARDS.
22. ALL DENUDED OR DISTURBED AREAS TO BE PERMANENTLY STABILIZED IMMEDIATELY AFTER FINAL GRADE.
BLOCK I (ROUTE 25o ENTRANCE) AND BLOCK J EAST
23. CONTRACTOR SHALL INSTALL CONSTRUCTION ENTRANCE CE4 AND WASH RACK AT THE ROUTE 250 CONCURRENT WITH THE ENTRANCE
PLAN CONSTRUCTION AS SHOWN ON ROUTE 25o ENTRANCE PLANS PREPARED BY ALAN FRANKLIN P.E.
24. CONTRACTOR TO INSTALL TEMPORARY STREAM CROSSING #7 TO ACCESS BLOCK J WEST.
ISSUE
25. CLEARING AND GRUBBING TO OCCUR ONLY AS NEEDED FOR ACCESS ROAD AND CONCURRENTLY WITH INSTALLATION OF STRUCTURAL
EROSION AND SEDIMENT CONTROL PRACTICES.
REV #
DATE
DESCRIPTION
26. ACCESS ROAD TO BE PROTECTED IN A MANNER APPROVED BY PROJECT ENGINEER. MULCH, STONE, AND/OR TIMBER MATS ARE
#1
3/2/18
PER COUNTY COMMENTS
PREFERRED.
#2
4/16/18
PER COUNTY COMMENTS
27. SEDIMENT TRAPS, DIVERSION CHANNELS AND RIGHT OF WAY DIVERSIONS TO BE INSTALLED AS DEPICTED IN DETAIL ON SHEETS 10-14
PRIOR TO INITIATING GRADING ACTIVITIES IN BLOCK J EAST. RIGHT OF WAY DIVERSIONS UP SLOPE OF BLOCK J EAST GRADING SHALL BE IN
PLACE TO DIRECT OFF SITE RUNOFF AROUND DISTURBED AREAS DURING CONSTRUCTION. ALL E&S MEASURES SHALL BE FUNCTIONAL
PRIOR TO UPSTREAM AND DOWNSTREAM GRADING ACTIVITIES.
28. CONTRACTOR TO CLEAR AND GRUB BLOCK J EAST UPON TEMPORARY STABILIZATION OF SEDIMENT TRAPPING AND DIVERSION PRACTICES.
29. CONTRACTOR TO PERFORM ROUGH GRADING.
30. ALL DENUDED OR DISTURBED AREAS TO BE PERMANENTLY STABILIZED IMMEDIATELY AFTER FINAL GRADE.
����tiD
o
SCOTTLic.�SSI
Job No: 1005
Drawn By: BCE
Date: 12.04.2017
Checked By: Scott C. Blossom, P.E.
E & S NOTES
FILEPATH:C:\Users\Hill\Dropbox\Projects\005 RivannaNEW\Design and Analysis\CAD\005_RivannaPH2_ESC_REV2.dwglHilijApr 12, 2018 at 11:57jLayoA 21 ES SEQUENCE
ES 21