HomeMy WebLinkAboutWPO202100062 Plan - VSMP 2021-11-09 (3)Sheet List Table
Sheet Number
Sheet Title
T100
COVER SHEET
T101
SUP APPROVAL
C100
OVERALL EXISTING FEATURES
C101
EXPANDED EXISTING FEATURES
C102
EXPANDED EXISTING FEATURES
C103
EXPANDED EXISTING FEATURES
C200
OVERALL LAYOUT PLAN
C201
EXPANDED LAYOUT PLAN
C202
EXPANDED LAYOUT PLAN
C203
EXPANDED LAYOUT PLAN
C204
ENTRANCE PLAN & DETAILS
C205
STOPPING DIST. PLAN & PROFILE
C300
OVERALL GRADING PLAN
C301
EXPANDED GRADING PLAN
C302
EXPANDED GRADING PLAN
C303
EXPANDED GRADING PLAN
C304
EXPANDED GRADING PLAN
C305
EXPANDED GRADING PLAN
C306
EXPANDED GRADING PLAN
C307
EXPANDED GRADING PLAN
C308
EXPANDED GRADING PLAN
C309
EXPANDED GRADING PLAN
C310
EXPANDED GRADING PLAN
C400
E&S NARRATIVE
C401
OVERALL E&S PHASE 1
C402
EXPANDED E&S PHASE 1
C403
EXPANDED E&S PHASE 1
C404
EXPANDED E&S PHASE 1
C405
OVERALL E&S PHASE 2
C406
EXPANDED E&S PHASE 2
C407
EXPANDED E&S PHASE 2
C408
EXPANDED E&S PHASE 2
C500
POND DETAILS (1 &3)
C501
POND DETAILS (5&6)
C502
POND DETAILS (7&8)
C503
POND DETAILS (9)
C504
POND DETAILS (2&4)
C505
E&S DETAILS
C506
E&S DETAILS
C507
E&S DETAILS
C508
BUFFER MITIGATION DETAILS
C600
PRE —DEVELOPMENT DRAINAGE MAP
C601
POST —DEVELOPMENT DRAINAGE MAP
C602
PRE —DEVELOPMENT LANDCOVER
C603
POST— DEVELPOM ENT LANDCOVER
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RESOLUTION TO APPROVE
SP202100001 MIDWAY SOLAR
WHEREAS, upon consideration of the staff report prepared for SP 20210000]" Midway Solar and the
attachments thereto, including staffs supporting analysis, the information presented at the public hearing,
any comments received, and all of the factors relevant to the special use permit in Albemarle County
Code §§ 18-10.2.2(58) and 18-33.8(A), the Albemarle County Board of Supervisors hereby finds that the
proposed special use would:
I. not be a substantial detriment to adjacent parcels;
2. change the character of the adjacent parcels and the nearby area only minimally and until the
screening trees mature;
3. be in harmony with the purpose and intent of the Zoning Ordinance, with the uses permitted by
right in the Rural Areas district, and with the public health, safety, and generahwelfare (including
equity); and
4. be consistent with the Comprehensive Plan.
NOW, THEREFORE, BE IT RESOLVED that the Albemarle County Board of Supervises
hereby approves SP 202100001 Midway Solar, subject to the conditions attached hereto.
I, Claudette K. Borgersen, do hereby certify that the foregoing writing is a true, correct copy of a
Resolution duly adopted by the Board of Supervisors of Albemarle County, Virginia, by a vote of six to
zero, as recorded below, at a regular meeting held on June 16, 2021.
Clerk, Board of County Sul a isors a ,
Ave 1J3'
Mr. Gallaway Y
Ms. LaPisto-Kirtley Y a "
Ms. Mallek Y s
Ms. McKeel
Ms. Palmer Y
Ms. Price
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SP202100001 Midway Solar Special Use Permit Conditions
1. Development and use must be in general accord (as determined by the Director of Planning and the
Zoning Administrator) with the plans prepared by Hewitt Solutions, PLLC titled "Central Virginia
Electric Cooperative Midway Solar Project," dated December 17, 2020 (hereinafter "Concept Plan")
and included as Attachment C. To be in general accord with the Concept Plan, development and use
must reflect the following major elements as shown on die Concept Plan;
a. Location of solar development envelopes,
b. Location of equipment yard, and
C. Retention of wooded vegetation in stream buffers
Land disturbance, which includes (but is not limited to): grading, excavation, filling of land, the
felling of trees, and the removal of tree stumps, is limited to within the proposed fenced area shown
on the Concept Plan. The location of the entrance and access to the solar facility is not subject to
this condition.
Upon the approval of the Zoning Administrator and the Director of Planning, minor modifications
may be made to the Concept Plan that (i) do not otherwise conflict with the elements listed above
and (ii) ensure compliance with the Zoning Ordinance, and State or Federal laws.
2. Landscaping and screening must be substantially the same (as determined by the Director of
Planning and the Zoning Administrator) as shown on the Concept Plan.
3. All inverters and solar panels must be set back at least one hundred (100) feet from properly lines
and rights -of -way.
4. The applicant must submit a decommissioning and site rehabilitation plan (hereinafter
"Decommissioning Plan") with the building permit application. The Decommissioning Plan must
include the following items:
a. A description of any agreement (e.g. lease) with the landowners regarding decommissioning;
b. The identification of the party currently responsible for decommissioning;
C. The types of panels and material specifications being utilized at the site;
d. Standard procedures for removal of facilities and site rehabilitation, including recompacting
and reseeding;
e. Ain estimate of all costs for the removal and disposal of solar panels, structures, cabling,
electrical components, roads, fencing, and any other associated facilities above ground or up
to thirty-six (36) inches below grade or down to bedrock, whichever is less;
L An estimate of all costs associated with rehabilitation of the site; and
g. Provisions to recycle materials to the maximum extent possible.
The Decommissioning Plan must be prepared by a third -party engineer and approved by both the
party responsible for decommissioning and all landowners subject to the project.'The
Decommissioning Plan is subject to review and approval by the County Attorney and County
Engineer, and must be in a form and style suitable for recordation in the office of the Circuit Court
of the County of Albemarle.
5. Before a grading permit may be issued:
a. The Decommissioning Plan shall be recorded by the applicant in the office of the Circuit
Court of the County of Albemarle; and
b. To guarantee performance of Condition 8, the permittee shall furnish to the County's Zoning
Adm inistrator a certified or official check, a bond with surety satisfactory to the County, or a
letter of credit satisfactory to the County (collectively, the "guarantee'), in an amount
sufficient for, and conditioned upon compliance with Condition 8. The amount of the
guarantee shall be the costs identified in Conditions 4(e) and 4(f), and the amount of the
guarantee must be updated as costs are updated as provided in Condition 6. The type of
guarantee shall be to the satisfaction of the Zoning Administrator and the County Attorney,
6. The Decommissioning Plan and estimated costs must be updated upon (a) change of ownership of
either the property or the project's owner or (b) written request from the Zoning Administrator, but in
any event at least once every five years. The applicant must record any changes or updates to the
Decommissioning Plan in the office of the Circuit Court of the County of Albemarle.
7. The owner must notify the Zoning Administrator in writing within 30 days of any abandonment or
discontinuance of the use.
8. All physical improvements, materials, and equipment (including fencing) related to solar energy
generation, both above ground and underground, must be removed entirely, and the site rehabilitated
as described in the Decommissioning Plan, within 180 days of any abandonment or discontinuance
of the use. Any piece(s) of any underground component(s) must be excavated to a depth of at least
36 inches below the ground surface.
9. If the use, structure, or activity for which this special use permit is issued is not commenced by June
16, 2024, the permit will be deemed abandoned and will thereupon terminate.
10. The facility must comply with all provisions of the Albemarle County Code, including § 18-4.14.
11. Panels may be cleaned only with water and biodegradable cleaning products.
12. No above ground wires are permitted except for those associated with (a) the panels and attached to
the panel support structure and (b) tying into the existing overhead transmission wires.
13. Before activating the site, the applicant must provide training to the Department of Fire Rescue.
This training must include documentation of onsite materials and equipment, proper firefighting and
lifesaving procedures, and material handling procedures.
14. The property owner must grant the Zoning Administrator (or any designees) access to the facility for
inspection purposes within 30 days of any such request.
15. Outdoor lighting for the facility is permitted only during maintenance periods. Regardless of the
lumens emitted, each outdoor lmminaire must be fully shielded as required by Comity Code § 18-
4.17, except for any outdoor lighting required by state or federal law.
16. Plantings for screening must include either (a) a minimum of three species types from the Albemarle
County Recommended Plants List or (b) plantings as may be approved by the County's Agent.
Species must be dispersed throughout the site.
17, Except for passenger vehicles and small utility vehicles, constrrctionhruck traffic may access this
property only from the west and not from Batesville.
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SURVEY SOURCE AND INFORMATION: ��\�� .�� 6� ER\� \ E° °ENT'�L a0114 / / s ✓�
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\ l 362,
SOURCE: THIS TOPOGRAPHIC SURVEY WAS COMPLETED BY TIMMONS GROUP ON JANUARY \�\� \\� ` •/ ` l l
15, 2020. fro j \ l \ / J FED / / TMP 85-17A \ \
l ) _/ DONALD N ANDERSON JR I
L9 / S -- REVOCABLE TRUST
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HORIZONTAL AND VERTICAL DATUM: VA NAD83(NA201 1), VIRGINIA STATE GRID, SOUTH \� \\LB
ZONE. DATUM ESTABLISHED THROUGH LEICA SmartNET GPS OBSERVATION PERFORMED BY , ��1` C��\ LS
TIMMONS GROUP. WILL r!TSt1ALL / 1 , ( / Q / \/ A
W/ WILLIAN E. NNNAAAR>; A �L FE EkTh-- E W E/ (/ /
DH. 7 5, G `I \ `� I �^� r / TMP 85-14B \
CONTOUR INTERVAL: 2 FT. /F'�T\ 12• CMP �/I KEVIN L. WINSTEAD AND \
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• OB. 5175, PG. 351 \
THIS SURVEY BASED OFF THE ALTA SURVEY PERFORMED BY THE TIMMONS GROUP DATED /IN
�\ \ P/ oWs cE / -1i 92 / LEGEND: HATCH LEGEND:
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JANUARY 15, 2021 AND STAMPED BY KRISTOPHER L. CAISTER. —�X /�j /
�1\ _ (ALe£ RE TY* j \ / PROPERTY LINE — — RIPARIAN AREA'S
WETLAND AND WATERS STUDY WAS PERFORMED BY THE TIMMONS GROUP. WETLAND �\ <3 /! STREAM IN - rNCE - � C7 � \/ EXISTING CONTOUR — — — — — —
BOUNDARY WAS FLAGGED WITH CONSECUTIVELY NUMBERED PINK AND BLACK RIBBON AT ) �L2 -cup = J S66d 9'07'W
APPROXIMATELY 50 FOOT INTERVALS. FIELD DATA STATIONS WHERE ESTABLISHED WITHIN �I /=--7�7' TMP 85-4D CRITICAL SLOPES
R6 PArn LOU RIKER>\ EXISTING TREELINE
CLOSE PROXIMITY TO THE FLAGGED WETLAND BOUNDARY, USING WITHIN 10 TO 20 FEET, �' l C9_ 8 °49'S2'dP�� Sj0DB. 1428, PG. 364 / /
IN ORDER TO DOCUMENT UPLAND AND WETLAND CONDITIONS EXISTING ALONG \ - 36 ENVIRONMENTAL BUFFER (COUNTY) • • • WETLANDS
JURISDICTIONAL BOUNDARY. FIELD DATA STATIONS WERE LABELED AND MARKED WITH BLUE / 7 W 4�R�E. E�ata�F'E /
FLAGGING IN THE FIELD. FEATURES IDENTIFIED IN THE FIELD WERE LOCATED USING I - - 4,65' S•c IV- so / FLOOD PLAIN 0 • • • • • • • • • • 0.
SUB -METER BLUETHOOTH GPS TECHNOLOGY. CRITICAL SLOPES SHOWN AS PER COUNTY
OVERLAY AND AS AMENDED PER EXHIBIT ENTITLED "MIDWAY CRITICAL SLOPES EXHIBIT" BY
HEWITT SOLUTIONS, PLLC.
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SURVEY SOURCE AND INFORMATION:
SOURCE: THIS TOPOGRAPHIC SURVEY WAS COMPLETED BY TIMMONS GROUP ON JANUARY
15, 2020.
HORIZONTAL AND VERTICAL DATUM: VA NAD83(NA201 1), VIRGINIA STATE GRID, SOUTH
ZONE. DATUM ESTABLISHED THROUGH LEICA SmartNET GPS OBSERVATION PERFORMED BY
TIMMONS GROUP.
CONTOUR INTERVAL: 2 FT.
THIS SURVEY BASED OFF THE ALTA SURVEY PERFORMED BY THE TIMMONS GROUP DATED
JANUARY 15, 2021 AND STAMPED BY KRISTOPHER L. CAISTER.
WETLAND AND WATERS STUDY WAS PERFORMED BY THE TIMMONS GROUP. WETLAND
BOUNDARY WAS FLAGGED WITH CONSECUTIVELY NUMBERED PINK AND BLACK RIBBON AT
APPROXIMATELY 50 FOOT INTERVALS. FIELD DATA STATIONS WHERE ESTABLISHED WITHIN
CLOSE PROXIMITY TO THE FLAGGED WETLAND BOUNDARY, USING WITHIN 10 TO 20 FEET,
IN ORDER TO DOCUMENT UPLAND AND WETLAND CONDITIONS EXISTING ALONG
JURISDICTIONAL BOUNDARY. FIELD DATA STATIONS WERE LABELED AND MARKED WITH BLUE
FLAGGING IN THE FIELD. FEATURES IDENTIFIED IN THE FIELD WERE LOCATED USING
SUB -METER BLUETHOOTH GPS TECHNOLOGY. CRITICAL SLOPES SHOWN AS PER COUNTY
OVERLAY AND AS AMENDED PER EXHIBIT ENTITLED "MIDWAY CRITICAL SLOPES EXHIBIT" BY
HEWITT SOLUTIONS, PLLC.
0
o ioo zoo
LEGEND:
PROPERTY LINE
EXISTING CONTOUR
EXISTING TREELINE
ENVIRONMENTAL BUFFER (COUNTY)
FLOOD PLAIN
HATCH LEGEND:
RIPARIAN AREA'S
CRITICAL SLOPES
WETLANDS - - - -
LINE TABLE
LINE
BEARING
LENGTH
L1
S54°50'10'E
67.63'
L2
S88°48'22'E
140,81'
L3
S68°34'52'E
138,50'
L4
S28°04'29'E
206.40'
L5
S34°59'51'W
57.61'
L6
S59°25'28'E
21,90'
L7
N84°42'22'E
71.13'
L8
S68441'32'E
21,93'
L9
S13°29'54'E
17.49'
L10
S25022'12'E
55.03'
Lll
S32013'07'E
158,69'
L12
S68°53'50'E
71,38'
L13
S54°40'22'E
119.99'
L14
S6°42'32'W
46.65'
L15
S6°52'43'W
66.33'
L16
S30°04'08'E
49.65'
L17
N60°42'40'W
45.01'
L18
S4012'55'E
20,95'
L19
N81°40'17'W
15.28'
L20
S47°54'39'W
26.48'
L21
S21°44'28'E
111.47'
L22
S82°4906"W
26.31'
LINE TABLE
LINE
BEARING
LENGTH
L45
S12030'06'E
32.47'
L46
N77056'29'E
62.91'
L47
S14°42'22'W
64.05'
L48
S65014'22'W
47.93'
L49
S48016'21'E
94.21'
L50
N35059'25'E
94.04'
L51
N1052'59'E
60.06'
L52
N22046'51'W
91,23'
L53
N51000'24'W
61.77'
L54
N12002'26'E
88.55'
L55
N35023'16'E
46,11'
L56
S33041'47'W
188,49'
L57
S42012 15" W
146,51,
L58
N82044'34'W
36.60'
L59
N67047'38'W
73.33'
L60
N32448'11'W
43.07'
L61
N1034'58'W
76.36'
L62
N59026 31 W
40,34,
L63
S76034'23'W
25.36'
L64
S4022'03'W
18,85'
L65
S32016'53'W
124,89'
L66
S51°11'10'W
46.96'
LINE TABLE
LINE
BEARING
LENGTH
L23
S16019'16'E
89.65'
L24
S83041'16'W
61.25'
L25
S33°34'25'W
24.64'
L26
S31°33'59-E
48.24'
L27
S1022'58'W
49,19'
L28
N86°12'54'W
42.84'
L29
S9021'13'W
83.28'
L30
S8°06'10'E
60.80'
L31
S65036'21'E
97,30'
L32
S12°27'41'E
79.46'
L33
S38°02'15'W
96.73'
L34
S61°21'32'E
110,83'
L35
S61032'29'W
49.83'
L36
S22°20'08'W
21.02'
L37
S71°32'21'E
161,98'
L38
S9000'44'E
75,12'
L39
S65058'11'W
45.86'
L40
S26°50'47'W
90.67'
L41
S18°19'22'W
97.77'
L42
S2°14'39'W
102.89'
L43
N84°06'25"W
70,03'
L44
S52°27'S9'W
90,37'
LINE TABLE
LINE
BEARING
LENGTH
L45
S12030'06'E
32.47'
L46
N77056'29'E
62.91'
L47
S14°42'22'W
64.05'
L48
S65014'22'W
47.93'
L49
S48016'21'E
94.21'
L50
N35059'25'E
94.04'
L51
N1052'59'E
60.06'
L52
N22046'51'W
91,23'
L53
N51000'24'W
61,77'
L54
N12002'26'E
86.55'
L55
N35023'16'E
46.11'
L56
S33041'47'W
188,49'
L57
S42° 12 15 W
146,51'
L58
N82044'34'W
36.60'
L59
N67047'38'W
73.33'
L60
N32°48'11'W
43.07'
L61
Nl°34'58'W
78.36'
L62
N59026 31 W
40,34,
L63
S76034'23'W
25.36'
L64
S4022'03'W
18,85'
L65
S32016'53'W
124,89'
L66
S51°11'10'W
46.96'
CURVE TABLE
CURVE
RADIUS
LENGTH
TANGENT
DELTA
CH❑RD BEARING
CHORD
Cl
277.06'
95.79'
46.38'
19°48'33"
S44°31'35'W
95.31'
C2
171.83'
73.44'
37.29'
24029'17'
N46°52'02'E
72.88'
C3
233.07'
67.97'
34.23'
16°42'33'
S50045'25'W
67.73'
C4
112.49'
51,39'
26.15'
26°10'30-
N55°29'26-E
50.94'
C5
300.00'
170.16'
67.44'
32029'53"
S52°19'45'W
167,89'
C6
1257.70'
173,56'
66.92'
7°54'24'
S32°07'36'W
173,42'
C7
5470.79'
188,47'
94.24'
1°58'26'
N65°29'54'E
188,46'
C8
463,19'
148.31'
74.80'
18°20'44'
N75°39'30'E
147,68'
C9
400,00'
88.30'
44.33'
12°38'55"
S78°30'24-W
88.12'
N
N
N
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0
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TMP 85-3
PHILIP C. FELLOWS &
JANE E. FELLOWS, TR.
FELLOWS LIVING TRUST
DB. 3518, PG. 266
a ..
\
N_'No :.: . F /
�.
\\� \i i:: ....
.LBE ,
L 9
i
L7....�5 i
L8/L 5 /
TA1P 85 C y
WILL M� � ��''1�'11:SHALL \ /
W/ WILLIAM E. MARSHIA 'L:. 'TFE ESTATE V
DB. 7�5,� IjGI
11I
153 333
Feet
SURVEY SOURCE AND INFORMATION:
SOURCE: THIS TOPOGRAPHIC SURVEY WAS COMPLETED BY TIMMONS GROUP ON JANUARY
15, 2020.
HORIZONTAL AND VERTICAL DATUM: VA NAD83(NA201 1), VIRGINIA STATE GRID, SOUTH
ZONE. DATUM ESTABLISHED THROUGH LEICA SmartNET GPS OBSERVATION PERFORMED BY
TIMMONS GROUP.
CONTOUR INTERVAL: 2 FT.
THIS SURVEY BASED OFF THE ALTA SURVEY PERFORMED BY THE TIMMONS GROUP DATED
JANUARY 15, 2021 AND STAMPED BY KRISTOPHER L. CAISTER.
WETLAND AND WATERS STUDY WAS PERFORMED BY THE TIMMONS GROUP. WETLAND
BOUNDARY WAS FLAGGED WITH CONSECUTIVELY NUMBERED PINK AND BLACK RIBBON AT
APPROXIMATELY 50 FOOT INTERVALS. FIELD DATA STATIONS WHERE ESTABLISHED WITHIN
CLOSE PROXIMITY TO THE FLAGGED WETLAND BOUNDARY, USING WITHIN 10 TO 20 FEET,
IN ORDER TO DOCUMENT UPLAND AND WETLAND CONDITIONS EXISTING ALONG
JURISDICTIONAL BOUNDARY. FIELD DATA STATIONS WERE LABELED AND MARKED WITH BLUE
FLAGGING IN THE FIELD. FEATURES IDENTIFIED IN THE FIELD WERE LOCATED USING
SUB -METER BLUETHOOTH GPS TECHNOLOGY. CRITICAL SLOPES SHOWN AS PER COUNTY
OVERLAY AND AS AMENDED PER EXHIBIT ENTITLED "MIDWAY CRITICAL SLOPES EXHIBIT" BY
HEWITT SOLUTIONS, PLLC.
LO(,vU 1
f f /Z
,PERATIV oar 7� j r 2 I
J oZ
LA �90 / / , FENCE p2 /
(\ '� �� / � ,2f
% �{� y
^IRON (f") F
IR0� (F) t ��
,S'41 34'03�y
109181� 1
��✓ �'' w �\�/S� 'e /� / S 9°25'56
4°57'5V , f I ❑N�(F)LU
/ 1 i 13,NCE+802'39"�/
S41°W46'E
� r i,• a`'�'/'f 1 ° '' TMP �3 05
5 "/
�P.,ANO�IRON (F)
FENIRON /DB. 907. PG. 67 � Gil / I
DIANT�MG. 8 ANGLER
tom/ / / DB. 282, PG`. 71-
�....., 15" CMP
• :::::: �` INV = 743.9¢'
r. lRE I
FENCE f / / DONALDMN ANDERSON JR
1 CM'P � � 74O I r S � i � REVOCABLE TRUST
/. 742.0 Nam/ DB. 3531, PG. 598
^� �--/TMP 85-148
"" ' • " CMP FT - KEN L. WINSTEAD AND \
�` //17f\� DEBRA E. WINSTEAD
DB. 5175, PG. 35112 CUP
\
�3 �_:.•;•• ..;�,......_... - STREAM ! ECNCE
i 5 i•'r'.: CMP S66°29'07'W
INV. = 694.52' �� 77,17'
..... - _ TMP 85-4D
-_. ~ <I --- C8 pRE RO PATTI LOU RIKER
"' - S� DB. 1428, PG. 364
-G9� 4° 52,W GRP�C' MEND
: / ti "CMP 53,62' r FpSE /
......... ; �7� 10' 57' W INV.= 695.49'
�rc ......... 4.65'
cl P 3
LEGEND:
PROPERTY LINE
EXISTING CONTOUR
EXISTING TREELINE
ENVIRONMENTAL BUFFER (COUNTY)
FLOOD PLAIN
. . . . . . . . . . . .
HATCH LEGEND:
RIPARIAN AREA'S
CRITICAL SLOPES
WETLANDS
LINE TABLE
LINE
BEARING
LENGTH
L1
S54°50'10'E
67.63'
L2
S88°48'22'E
140,81'
L3
S68°34'52'E
138,50'
L4
S28°04'29'E
206.40'
L5
S34°59'51'W
57.61'
L6
S59°25'28'E
21,90'
L7
N84°42'22'E
71.13'
L8
S68441'32'E
21,93'
L9
S13°29'54'E
17.49'
L10
S25022'12'E
55.03'
Lll
S32013'07'E
158,69'
L12
S68°53'50'E
71,38'
L13
S54°40'22'E
119.99'
L14
S6°42'32'W
46.65'
L15
S6°52'43'W
66.33'
L16
S30°04'08'E
49.65'
L17
N60°42'40'W
45.01'
L18
S4°12'55'E
20,95'
L19
N81°40'17'W
15.28'
L20
S47°54'39'W
26.48'
L21
S21°44'28'E
111.47'
L22
S82°49'06'W
26.31'
LINE TABLE
LINE
BEARING
LENGTH
L45
S12030'06'E
32.47'
L46
N77056'29'E
62.91'
L47
S14°42'22'W
64.05'
L48
S65014'22'W
47.93'
L49
S48016'21'E
94.21'
L50
N35059'25'E
94.04'
L51
N1052'59'E
60.06'
L52
N22046'51'W
91,23'
L53
N51000'24'W
61.77'
L54
N12002'26'E
88.55'
L55
N35023'16'E
46,11'
L56
S33041'47'W
188,49'
L57
S42012'15'W
146.51'
L58
N82044'34'W
36.60'
L59
N67047'38'W
73.33'
L60
N32448'11'W
43.07'
L61
N1034'58'W
76.36'
L62
N59026'31'W
40.34'
L63
S76034'23'W
25.36'
L64
S4022'03'W
18,85'
L65
S32016'53'W
124,89'
L66
S51°11'10'W
46.96'
LINE TABLE
LINE
BEARING
LENGTH
L23
S16019'16'E
89.65'
L24
S83041'16'W
61.25'
L25
S33°34'25'W
24.64'
L26
S31°33'59'E
48.24'
L27
S1022'58'W
49,19'
L28
N86°12'54'W
42.84'
L29
S9021'13'W
83.28'
L30
S8°06'10'E
60.80'
L31
S65036'21'E
97,30'
L32
S12°27'41'E
79.46'
L33
S38°02'15'W
96.73'
L34
S61°21'32'E
110,83'
L35
S61032'29'W
49.83'
L36
S22°20'08'W
21.02'
L37
S71°32'21'E
161,98'
L38
S9000'44'E
75,12'
L39
S65058'11'W
45.86'
L40
S26°50'47'W
90.67'
L41
S18°19'22'W
97.77'
L42
S2°14'39'W
102.89'
L43
N84°06'25'W
70.03'
L44
S52°27'59'W
90.37'
LINE TABLE
LINE
BEARING
LENGTH
L45
S12030'06'E
32.47'
L46
N77056'29'E
62.91'
L47
S14°42'22'W
64.05'
L48
S65014'22'W
47.93'
L49
S48016'21'E
94.21'
L50
N35059'25'E
94.04'
L51
N1052'59'E
60.06'
L52
N22046'51'W
91,23'
L53
N51000'24'W
61,77'
L54
N12002'26'E
86.55'
L55
N35023'16'E
46.11'
L56
S33041'47'W
188,49'
L57
S42°12'15'W
146.51'
L58
N82044'34'W
36.60'
L59
N67047'38'W
73.33'
L60
N32°48'11'W
43.07'
L61
Nl°34'58'W
78.36'
L62
N59026'31'W
40.34'
L63
S76034'23'W
25.36'
L64
S4022'03'W
18,85'
L65
S32016'53'W
124,89'
L66
S51411'10'W
46.96'
CURVE TABLE
CURVE
RADIUS
LENGTH
TANGENT
DELTA
CH❑RD BEARING
CHORD
C1
277.06'
95.79'
46.38'
19°48'33"
S44°31'35'W
95.31'
C2
171.83'
73.44'
37.29'
24029'17'
N46°52'02'E
72.88'
C3
233.07'
67.97'
34.23'
16°42'33'
S50045'25'W
67.73'
C4
112.49'
51,39'
26.15'
26°10'30'
N55°29'26'E
50.94'
C5
300.00'
170.16'
67.44'
32029'53'
S52°19'45'W
167,89'
C6
1257.70'
173,56'
66.92'
7°54'24'
S32°07'36'W
173,42'
C7
5470.79'
188,47'
94.24'
1°58'26'
N65°29'54'E
188,46'
C8
463,19'
148.31'
74.80
18°20'44'
N75°39'30'E
147,68'
C9
400.00'
88.30'
44.33'
12°38'55'
S78°30'24'W
88.12'
N
N
N
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(F)
\ TMP 85-18B
O Z DIANE M. KENNEDY,
WIRE- \ CAROLYN M. GRAVES
FENCE W/ BETTY JEAN MAWYER
LIFE ESTATE
DB. 4426, PG. 568
/ J 1A
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UNSPECIFIED (WIDTH
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TELEPHONE COMPANY // 1
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FENCE \ \
(F) ATN
rso` l ` ` \ INN
03�. \ \ S TMP 85-18B3
CAROLYN D. GRAVES
DB. 1179, PG. 484
z'::
x`BI�ER � • I�N0'AT
t LE'CO�N5.9B�OfUF'
��r TAP EY85-33
LUMBER
L0(1?U ° f f J r ( r' ��J C1 R A YANCEY LUMBER
r 1O N5 3 4'3 W N / / / • °i(/ �/ DBCORPORATION7,PG.
� 4 � 6 47 � \,� � � J � -� `
I O \ 6 n f INV.=�3.35' +��' S34037'18'W
2 DN F) ^ ' / / r .. / 1 43.40'
jf�/WIRE-.jam 1000,.C2 1
FENCE �� / / �/
/ °(�j /\ fENC� CMP . • 24" CMP
�. J • INV, 667.68' C4 o C3 ° INV. 664. 2'
%� r :::::::... }; r S59 06 40 W
1 �tia IRON
EF) f X No,��o
. ... p r 50.66' 1
�� ✓ % f'::::: �r S42°24'08'W 1
f•� .:::::. 34.42'
f......::'L: 24" CMP 1
::.::::::':::: ' r' C5 S68°34'41.WINV. = 668.59'
:(:: :....... i QC: r 25.67
IRD� IF)000,
l y
j�41 34'03�d ` l )� / ` % ( \�(\ •r ��j�c�
r�/, D✓ 1� t / / 1 / ( l WIE�"f� ••'G''.......:::• �i ��. Qom` ! 1
3 25 56 5< / MARKR. 8 TT
ETIN� &) l / �FENcE�X �o f S36°04'49'W
J a1z /f�I j 11 {
67' / .y/ �, 1 DB! � 2149, PGf/N56 1 f ::.� " 7'� 49,79'
\I / l / 7'1 D C6 TMP 85-15
J ^� DUI / / 1 I SS.'. rr / SHELTON L. ROOT III OR
Sgr SHARON A ROOT
L r / r j f Y o . DB. 800, PG. 332
%r)-AT 14,6 S28°10'24'W
11.62'
35-16A
LEGEND: HATCH LEGEND:
PROPERTY LINE - - RIPARIAN AREA'S
EXISTING CONTOUR -
EXISTING TREELINE CRITICAL SLOPES
ENVIRONMENTAL BUFFER (COUNTY) •• WETLANDS I I I I I
I
FLOOD PLAIN ••••••••••
CURVE TABLE
CURVE
RADIUS
LENGTH
TANGENT
DELTA
CHORD BEARING
CHORD
Cl
277.06'
95.79'
46.38'
19°48'33"
S44°31'35'W
95.31'
C2
171.83'
73.44'
37.29'
24°29'17"
N46°52'02'E
72.88'
C3
233.07'
67.97'
34.23'
16*42'33'
S50045'25'W
67.73'
C4
112.49'
51,39'
26.15'
26°10'30'
N55°29'26'E
50.94'
C5
300.00'
170.16'
67.44'
32029'53'
S52°19'45'W
167,89'
C6
1257.70'
173,56'
66.92'
7°54'24'
S32°07'36'W
173,42'
C7
5470.79'
188.47'
94.24'
1°58'26"
N65°29'54'E
188,46'
C8
1 463.19'
j 148.31'
1 74.80'
18'20'44'
j N75°39'30'E
j 147,68'
C9
1 400.00'
1 88.30'
1 44.33'
12°38'55"
1 S78°30'24'W
1 88.12'
LINE TABLE
LINE
BEARING
LENGTH
L1
S54°50'10'E
67.63'
L2
S88°48'22'E
140,81'
L3
S68°34'52'E
138,50'
L4
S28°04'29'E
206.40'
L5
S34°59'51'W
57.61'
L6
S59°25'28'E
21,90'
L7
N84°42'22'E
71.13'
L8
S68441'32'E
21,93'
L9
S13°29'54'E
17.49'
L10
S25022'12'E
55.03'
Lll
S32013'07'E
158,69'
L12
S68°53'50'E
71,38'
L13
S54°40'22'E
119.99'
L14
S6°42'32'W
46.65'
L15
S6°52'43'W
66.33'
L16
S30°04'08'E
49.65'
L17
N60°42'40'W
45.01'
L18
S4012'55'E
20,95'
L19
N81°40'17'W
15.28'
L20
S47°54'39'W
26.48'
L21
S21°44'28'E
111.47'
L22
S82°49'06'W
26.31'
LINE TABLE
LINE
BEARING
LENGTH
L45
S12030'06'E
32.47'
L46
N77056'29'E
62.91'
L47
S14°42'22'W
64.05'
L48
S65014'22'W
47.93'
L49
S48016'21'E
94.21'
L50
N35059'25'E
94.04'
L51
N1052'59'E
60.06'
L52
N22046'51'W
91,23'
L53
N51000'24'W
61.77'
L54
N12002'26'E
88.55'
L55
N35023'16'E
46,11'
L56
S33041'47'W
188,49'
L57
S42012'15'W
146.51'
L58
N82044'34'W
36.60'
L59
N67047'38'W
73.33'
L60
N32448'11'W
43.07'
L61
N1034'58'W
76.36'
L62
N59026'31'W
40.34'
L63
S76034'23'W
25.36'
L64
S4022'03'W
18,85'
L65
S32016'53'W
124,89'
L66
S51°11'10'W
46.96'
LINE TABLE
LINE
BEARING
LENGTH
L23
S16019'16'E
89.65'
L24
S83041'16'W
61.25'
L25
S33°34'25'W
24.64'
L26
S31°33'59'E
48.24'
L27
S1022'58'W
49,19'
L28
N86°12'54'W
42.84'
L29
S9021'13'W
83.28'
L30
S8°06'10'E
60.80'
L31
S65036'21'E
97,30'
L32
S12°27'41'E
79.46'
L33
S38°02'15'W
96.73'
L34
S61°21'32'E
110,83'
L35
S61032'29'W
49.83'
L36
S22°20'08'W
21.02'
L37
S71°32'21'E
161,98'
L38
S9000'44'E
75,12'
L39
S65058'11'W
45.86'
L40
S26°50'47'W
90.67'
L41
S18°19'22'W
97.77'
L42
S2°14'39'W
102.89'
L43
N84°06'25'W
70.03'
L44
S52°27'59'W
90,37'
LINE TABLE
LINE
BEARING
LENGTH
L45
S12030'06'E
32.47'
L46
N77056'29'E
62.91'
L47
S14°42'22'W
64.05'
L48
S65014'22'W
47.93'
L49
S48016'21'E
94.21'
L50
N35059'25'E
94.04'
L51
N1052'59'E
60.06'
L52
N22046'51'W
91,23'
L53
N51000'24"W
61.77'
L54
N12002'26'E
86.55'
L55
N35023'16'E
46.11'
L56
S33041'47'W
188,49'
L57
S42°12'15'W
146.51'
L58
N82044'34'W
36.60'
L59
N67047'38'W
73.33'
L60
N32°48'11'W
43.07'
L61
Nl°34'58'W
78.36'
L62
N59026'31'W
40.34'
L63
S76034'23'W
25.36'
L64
S4022'03'W
18,85'
L65
S32016'53'W
124,89'
L66
S51°11'10'W
46.96'
SURVEY SOURCE AND INFORMATION:
SOURCE: THIS TOPOGRAPHIC SURVEY WAS COMPLETED BY TIMMONS GROUP ON JANUARY
15, 2020.
HORIZONTAL AND VERTICAL DATUM: VA NAD83(NA201 1), VIRGINIA STATE GRID, SOUTH
ZONE. DATUM ESTABLISHED THROUGH LEICA SmortNET GPS OBSERVATION PERFORMED BY
TIMMONS GROUP.
CONTOUR INTERVAL: 2 FT.
THIS SURVEY BASED OFF THE ALTA SURVEY PERFORMED BY THE TIMMONS GROUP DATED
JANUARY 15, 2021 AND STAMPED BY KRISTOPHER L. CAISTER.
WETLAND AND WATERS STUDY WAS PERFORMED BY THE TIMMONS GROUP. WETLAND
BOUNDARY WAS FLAGGED WITH CONSECUTIVELY NUMBERED PINK AND BLACK RIBBON AT
APPROXIMATELY 50 FOOT INTERVALS. FIELD DATA STATIONS WHERE ESTABLISHED WITHIN
CLOSE PROXIMITY TO THE FLAGGED WETLAND BOUNDARY, USING WITHIN 10 TO 20 FEET,
IN ORDER TO DOCUMENT UPLAND AND WETLAND CONDITIONS EXISTING ALONG
JURISDICTIONAL BOUNDARY. FIELD DATA STATIONS WERE LABELED AND MARKED WITH BLUE
FLAGGING IN THE FIELD. FEATURES IDENTIFIED IN THE FIELD WERE LOCATED USING
SUB -METER BLUETHOOTH GPS TECHNOLOGY. CRITICAL SLOPES SHOWN AS PER COUNTY
OVERLAY AND AS AMENDED PER EXHIBIT ENTITLED "MIDWAY CRITICAL SLOPES EXHIBIT" BY
HEWITT SOLUTIONS, PLLC.
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1.
PROPOSED TREELINE
2.
ENVIRONMENTAL BUFFER (COUNTY)
3.
PROPOSED EQUIPMENT PAD
4.
PROPOSED ACCESS ROAD
5.
PROPOSED CHAIN LINK FENCE
6.
100' SOLAR EQUIPMENT SETBACK
7.
PROPOSED BUILDABLE AREA LINE
♦
8.
PROPOSED 20' LANDSCAPE BUFFER
9.
CRITICAL SLOPE BOUNDARY (COUNTY)
\
10.
PROPOSED TEMP. LAYDOWN AREA
♦
11.
PROPOSED UNDERGROUND ELEC. LINE
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Page 6H-14 September 2019
Typical Traffic Control
Stationary Operation on a Shoulder
�Flgure TTC4.2)
NOTES
Standard
1. For long-term stationary work (more than 3 days) on divided highways having a median wider than
8', sign assemblies on both sides of the roadway shall be required as shown (ROAD WORK AHEAD
(W20-1), RIGHT SHOULDER CLOSED AHEAD (W21-51IR), RIGHT SHOULDER CLOSED
(W21-5alk)% even though only one shoulder is being closed. For operations less than 3 days in
duration, sign assemblies will only be required on the side where the shoulder is being closed.
Guidance
2. Sign spacing should be 1300W500' for Limited Access highways. For all other roadways, the sign
spacing should be 50W--800' where the posted speed limit is greater than 45 mph, and 350'-500' where
the posted speed limit is 45 mph or less.
Option:
3. The SHOULDER WORK (W21-5) sign on an intersecting roadway may be omitted where drivers
emerging from that roadway will encounter another advance warning silm prior to this activity area.
4. For short duration operations of 60 minutes or less, all signs and channelizing devices may be eliminated
if a vehicle with activated hi -intensity amber rotating, flashing, or' oscillating_1rghts is used.
Standard:
5. Vehicle hazard warning signals shall not be used instead of the vehicle's high -intensity amber
rotating, flashing, or' oscillating lights. Vehicle hazard warning signals can be used to supplement
high -intensity amber rotating, flashing, or oscillating, lights.
6. Taper length (L) shall be at the following:
Tape Length
L
Speed
Limit
mph
Lane
Width
Feet
Remarks
Speed
Limit
mph
Lane
Width
(Feet)
Remarks
9
10
11
12
9
10
11
12
25
95
105
115
125
L=STW/60
50
450
500
550
600
L=SW
30
135
150
165
180
L=S'tN/60
55
495
550
605
660
L= SW
35
185
205
225
245
L=S2W160
60
540
600
660
720
L=SW
40
240
270
295
320
L=S`W/60
65
585
650
715
780
L=SW
45
405
450
495
540
L=SW
70
630
700
770
840
L=SW
Limited Access highways shall use a 1000' merging taper regardless of the posted speed, for shifting
taper see Table 6H.22
Shoulder Taper ='/, L Minimum
7. Channclizinia device spacing shall be at the following:
Channelizing Device Spacing
Location
Spacing
Speed Limit
(mph)
Location
Spacing
Speed Limit
m h
Location Spacing
Speed Limit
(mph)
0 -35 36 +
0 -35 36 +
0 -35 36 +
Transition
20' 40'
Travelwa
40' 80'
'Construction Access
80' 120'
'Construction access spacing maybe increased to this distance, but shall not exceed one access per % mile.
8. On roadways with paved shoulders having a width of 8 feet or more, channelizing devices shall be
used to close the shoulder in advance of the merging taper to direct vehicular traffic to remain
within the traveled way.
9. The buffer space length shall be as shown in Table 611-3 on Page 611-5 for the posted speed limit.
10. A truck -mounted attenuator (TMA) shall be used on the shadow vehicle on Limited Access
highways and multi -lane roadways with posted speed limit equal to or greater than 45 mph for
operations with a duration greater than 60 minutes.
11. When a side road intersects the highway within the temporary traffic control zone, additional traffic
control devices shall be placed as needed.
1: Revision 1- 4/1/2015
2: Revision 2 - 9/1/2019
September 2019
Stationary Operation on a Shoulder
(Figure TTC4.2)
w
m
0
IL
0
0
U
J
U
0
3
RIGHT
SHOULDER �millis
CLOSED
RIGHT
SHOULDER
CLOSED
AHEAD
ROAD
I
1: Revision 1- 4/1/2015
2: Revision 2 - 9/1/2019
o-
Page 6H-15
® G20-2 (V)
500' +
80'_ 120'
SHADOW VEHICLE
REQUIRED
i TMA REQUIREMENT SEE NOTE 10
ILLUMINATED FLASHING
AMBER (CAUTION MODE)
0 SEE NOTE 9 TYPE B OR C
•
if
O
O SEE NOTE 6
O CHANNELIZING
DEVICES SPACING
SEE NOTE 7
SEE NOTE 2
RIGHT
mil 6-w SHOULDER W21-5aR
CLOSED
SEE NOTE 2
RIGHT
SHOULDER
CLOSED W21-5bR
AHEAD
SEE NOTE 2
ROAD
WORK W20-1
AHEAD
Page 6H-54
Typical Traffic Control
Lane Closure on a Two -Lane Roadway Using Flaggers
(Figure TTC-23.2)
NOTES
September 2019
Guidance:
1. Sign spacing distance should be 35W--500' where the posted speed limit is 45 mph or less, and 50W-800'
where the posted speed limit is greater than 45 mph.
2. Care should be exercised when establishing the limits of the work zone to insure maximum possible sight
distance in advance of the,llagger station and transition, based on the posted speed limit and at least
equal to or greater than the values in Table 611--3. Generally speaking, motorists should have a clear line
ofsight from the graphic flagger symbol sign to the flagger.
3. To maintain efficient traffic flow in a flagging operation on a two-lane roadway, the maximum time
motorists should be stopped at a flagger station is 8 minutes for high volume roadways (average daily
traffic of 500 or more vehicles per day) to a maximum of 12 minutes for low volume roadways (less than
500 vehicles per day). For additional information see Section 6E.07.2
Standard:
4. Portable Temporary Rumle Strips (PTRS) shall be used as noted in Section 6F.99.2
5. Flagging stations shall be located far enough in advance of the work space to permit approaching
traffic to reduce speed and/or stop before passing the work space and allow sufficient distance for
departing traffic in the left lane to return to the right lane before reaching opposing traffic (see
Table 611-3 on Page 611-5).
6. All flaggers shall be state certified and have their certification card in their possession when
performing flagging duties (see Section 6E.01, Qualifications for Flaggers).
7. Cone spacing shall be based on the posted speed and the values in Table 6114 on Page 611-6.'
8. A shadow vehicle with at least one high intensity amber rotating, flashing, or' oscillating light shall
be parked 80'-120' in advance of the first work crew.
Lion:
8. A SLOW (W21-V 10) sign2 may be required in this area to give advance warning of the operation ahead
by slowing approaching traffic prior to reaching the flagger station or queued traffic.
Guidance:
9. If the queue of traffic reaches the BE PREPARED TO STOP (W34) sign then the signs, and if used the
PTRS' should be readjusted at greater distances.
10. When a highway -rail crossing exists within or upstream of the transition area and it is anticipated that
queues resulting from the lane closure might extend through the highway -rail grade crossing, the
temporary triffic control zone should be extended so that the transition area precedes the highway -rail
crossing (see Figure TTC-56 for additional information on highway -rail crossings).
Standard:
11. At night, flagger stations shall be illuminated, except in emergencies (see Section 6E.08).
Option:
12. Cones may be eliminated when usingilot vehicle operation or when the total roadway width is 20 feet
or less.
13. For low -volume situations with short work zones on straight roadways where the flaLmer is visible to road
Standard:)
14. When used', three portable temporary rumble (PTRS) strips shall be installed across the entire
travel lane adjacent to the BE PREPARED TO STOP (W34) sign. The portable temporary rumble
strips shall be monitored and adjusted as necessary during the work shift to ensure proper
placement on the roadway. When the PTRS are installed, the RUMBLE STRIPS AHEAD (W20-
V26) sign shall also be utilized.
1: Revision 1- 4/1/2015
2: Revision 2 - 9/1/2019
September 2019
Lane Closure on a Two -Lane Roadway Using Flaggers
(Figure TTC-23.2)
OV3HV
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OV3HV
OWN
3NVl NO
saws
saau
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39
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9T9'£'ZS310N33S°
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PTRS SPACING
(CENTER TO CENTER)
r4ll'-
ED/STATUTORY SPEED LIMIT
0 MPH 10 FEET
55 MPH 15 FEET
55 MPH 20 FEET
PTRS
SEE NOTE 4
+ COS
ROADWAY
CENTER LINE
PTRS
SEE NOTE 4 & 14
1: Revision 1- 4/1/2015
2: Revision 2 - 9/1/2019
G20-2 (V)
500 ±
50' -100,
BUFFER
SEE TABLE 6H-3
W-120
SHADOW VEHICLE
REQUIRED
TBUFFER
EE TABLE 6H-3
50' - 100'
FLAGGER STATION
SEE NOTES 2, 3, 5 & 6
Page 6H-55
W20-7
W3-4
SEE NOTE 10
W20-V26
SEE NOTE 15
W20-4
W20-1
op
30, \ R2-5' i / GRP\GS
1
all Appendix F
Moderate Volume Commercial Entrance Design along Highways with Shoulders
MODERATE VOLUME COMMERCIAL ENTRANCE DESIGN
ALONG HIGHWAYS WITH SHOULDERS
Site Requirements For This Design
Maximum Highway VPD: 5,000
Maximum Entrance VPD : 200
Maximum Entrance VPD
Truck Trips: 10%
SINGLE TWO - WAY ENTRANCE
Limits of Parking Lot
0 20 40
EANvA Feet
ENTRANCE LAYOUT PLAN
LETTER
SYMBOL DIMENSIONS
C 25' Minimum
U * 25' Minimum. Curb and Gutter
or Curbing Is not required.
30' Min. radius required when
channelization Island is used.
W* 18' Minimum
30' Maximum
Y * 90" Prefered
60' Minimum
it For Subdivision Streets and Alleys, radii,
width and angle should be in accordance
with Subdivision Street Design Guide in
the Road Design Manual, Appendix B.
Notes:
Entrance details shown on this sheet may
be modified to meet specific site requirements
as directed or approved by the Engineer at the
Residency or District, when baseonsound
engineering principles.
FIGURE 4-15 MODERATE VOLUME COMMERCIAL ENTRANCE DESIGN ALONG HIGHWAYS WITH SHOULDERS'
Note: All entrance design and construction shall accommodate pedestrian and bicycle users of the highway in accordance
with the Commonwealth Transportation Board's "Policy for Integrating Bicycle and Pedestrian Accommodations".
Rev. 7/12
WP-2
TACK COAT THE PROPOSED
CONSTRUCTION JOINT
EXISTING ASPHALT LAYERS
------------------
EXISTING SUBBASE
EDGE OF EXISING PAVEMENT
(S DETERMINED IN FIELD)
PROPOSED ASPHALT LAYERS
PROPOSED SUBBASE
COMPACTED SUBGRADE
CONSTRUCTION JOINT DETAIL
® REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS
® PROPOSED MINIMUM 11/, NCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5)
: MINIMUM 12 INCHES, OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS
AS DETERMINED BY CORES (SEE NOTE 3)
NOTES:
1. ASPHALT PAVEMENT WIDENING SHALL HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VDOT PROCEDURES AND BE APPROVED BY THE ENGINEER.
2. THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF THE LAYERS OF EXISTING PAVEMENT.
SUBSURFACE DRAINAGE OF THE EXISTING AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN.
3. A MINIMUM OF THREE CORES SHALL BE TAKEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AND THICKNESS OF EXISTING
PAVEMENT LAYERS. THESE CORES SHALL BE SPACED NO MORE THAN 500 FEET MART.
4. THE ADJACENT TRAVEL LANE SHALL BE MILLED A MINIMUM DEPTH OF INCHES AND REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH THE
PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAIVED BY11 AE ENGINEER.
5. THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE
AND EFFECTIVE SURFACE DRAINAGE.
6. EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE PROJECT LIMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL OF THE ENGINEER.
7. FINAL TRANSVERSE PAVEMENT TIE-IN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315.05(e) OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS
AT TIE-IN LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315.07(o) OF THE
SPECIFICATIONS.
ROAD AND BRIDGE STANDARDS
SHEET 1 OF 1 REVISION DATE
303.02
ASPHALT PAVEMENT WIDENING
FOR WIDENING SUBJECT TO TRAFFIC
VIRGINIA DEPARTMENT OF TRANSPORTATION
315
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Structure Name
DESCRIPTION
RIM
PIPES IN
PIPES OUT
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Pond Outfall Pipe Table (P)
PIPE ID
SIZE
LENGTH
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MATERIAL
Slope
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24"
42.02
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Structure Name
DESCRIPTION
RIM
PIPES IN
PIPES OUT
5501
48" RISER STRUCTURE
RIM = 692.00
P500, INV OUT = 688.00
S502
VDOT ES-1
P500, INV IN = 684.70
S601
48" RISER STRUCTURE
RIM = 727.50
P600, INV OUT = 724.00
S602
VDOT ES-1
P600, INV IN = 716.82
Pond Outfoll Pipe Table (P)
PIPE ID
SIZE
LENGTH
(L.F.)
MATERIAL
Slope
P500
24"
44.10
CORRUGATED HDPE PIPE
6.9%
P600
24"
48.17
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Structure Name
DESCRIPTION
RIM
PIPES IN
PIPES OUT
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PIPE ID
SIZE
LENGTH (L.F.)
MATERIAL
Slope
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18
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Pond Structure Table (S) POND OUTFALL
Structure Name
DESCRIPTION
RIM
PIPES IN
PIPES OUT
S701
48" RISER STRUCTURE
RIM = 713.32
P700, INV OUT = 708.0
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VDOT ES-1
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48" RISER STRUCTURE
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VDOT ES-1
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Pond Outfall Pipe Table (P)
PIPE ID
SIZE
LENGTH (L.F.)
MATERIAL
Slope
P700
36"
38.46
CORRUGATED HOPE PIPE
1.0%
P800
24"
36.73
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Pond Structure Table (S) POND OUTFALL
Structure Name
DESCRIPTION
RIM
PIPES IN
PIPES OUT
S901
48" RISER STRUCTURE
RIM = 717.58
P900, INV OUT = 712.00
S902
VDOT ES-1
P900, INV IN = 710.00
Pond Outfall Pipe Table (P)
LENGTH
PIPE ID
SIZE
(L.F.)
MATERIAL
Slope
P900
36"
42.60
CORRUGATED HDPE PIPE
4.5%
(L
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**TERMS OF ENGINEER DESIGNS (INDUSTRY STANDARDS
THE ENGINEER IS PROVIDING NOTICE TO THE CLIENT OF THE FOLLOWING SPECIFIC TERMS: THE PLAN PREPARATIONS HAVE BEEN MADE WITH
ALL REASONABLE AND PROFESSIONAL CARE GIVEN TO DESIGN DETAILS AND COORDINATION. HOWEVER, UNINTENTIONAL ERRORS, OR OMISSIONS,
ARE A NORMAL PART OF ANY WELL PREPARED ENGINEERING DESIGN/CONSTRUCTION DOCUMENTS. THIS PLAN REPRESENTATION IS BASED ON
THE CLIENT'S UNDERSTANDING AND ACCEPTANCE OF THIS PREMISE, AND THAT THE CONSTRUCTION CONTRACT BUDGET WILL CONTAIN A
REASONABLE CONTINGENCY COST TO COVER THESE TYPES OF NORMAL DESIGN OR COORDINATION ERRORS OR OMISSIONS.
THE STANDARDS OF CARE FOR ALL PROFESSIONAL ENGINEERING AND RELATED SERVICES PERFORMED OR FURNISHED BY ENGINEER ARE OF THE
CARE AND SKILL ORDINARILY USED BY MEMBERS OF THE SUBJECT PROFESSION PRACTICING UNDER SIMILAR CIRCUMSTANCES AT THE SAME TIME
AND IN THE SAME LOCALITY. ENGINEER MAKES NO WARRANTIES, EXPRESS OR IMPLIED, IN CONNECTION WITH ENGINEER'S SERVICES. ENGINEER
AND ITS CONSULTANTS MAY USE OR RELY UPON THE DESIGN SERVICES OF OTHERS, INCLUDING, BUT NOT LIMITED TO, CONTRACTOR'S,
MANUFACTURERS, AND SUPPLIERS.
EROSION AND SEDIMENT CONTROL NARRATIVE
PROJECT DESCRIPTION:
THE PROJECT IS LOCATED ON CRAIGS STORE ROAD (ALBEMARLE COUNTY, VA). TAX MAP #85-17B. THE PROJECT CONSISTS OF THE NEW
CONSTRUCTION OF A "SMALL—SCALE SOLAR GENERATION FACILITY". THE EXPECTED LIMITS OF DISTURBANCE AS OUTLINED ON THE SITE PLAN IS
58.82 ACRES. THE PROJECT WILL HAVE AN INCREASE IN IMPERVIOUS AREA OF 3.32 ACRES IN THE POST —DEVELOPMENT CONDITION, AND THE
ULTIMATE DRAINAGE PATTERNS ARE TO REMAIN UNCHANGED. THE PROJECT IS EXPECTED TO BEGIN IN THE SPRING 2021 AND WILL BE
STABILIZED WHEN CONSTRUCTION IS COMPLETE.
EXISTING SITE CONDITIONS:
THE PROPERTY IS 136 ACRES AND CURRENTLY PRIMARILY WOODED AND OPEN FIELD. ONLY THE AREA NEEDED TO INSTALL THE PROPOSED
SOLAR PANELS AND STORMWATER MANAGEMENT DEVICES WILL BE CLEARED. THE REST OF THE PROPERTY IS TO BE PROTECTED FROM ANY
CONSTRUCTION DISTURBANCE. OVERALL DRAINAGE ON THE PROPERTY FLOWS FROM THE CENTER OF THE PROPERTY TO THE MAJOR DRAINWAYS
SURROUNDING THE SITE. A WETLANDS AND WATERS DELINEATION REPORT WAS PREPARED BY THE TIMMONS GROUP AND THE WETLANDS AND
DELINEATED WATERS HAVE BEEN FLAGGED APPROXIMATELY EVERY 50' ON SITE.
ADJACENT AREA:
THE PROPERTY IS BOUND BY STATE ROUTE 635 (CRAIGS STORE RD) AND RESIDENTIAL PROPERTY TO THE SOUTH. THE REMAINING PARCEL IS
SURROUNDED BY WOODS AND CLEAR CUT FIELDS.
ADJACENT PROPERTIES AND ROADWAYS ARE TO BE KEPT IN A MUD —AND —DUST —FREE CONDITION DURING ALL PHASES OF CONSTRUCTION.
THERE ARE NO KNOWN EROSION PROBLEMS OR CRITICAL AREAS ONSITE OR ON ADJACENT PROPERTIES.
OFF —SITE AREAS:
THE WETLANDS AND WATERS THAT LINE THE EXISTING DRAINWAYS ARE TO BE PROTECTED FROM CLEARING AND SEDIMENT LADEN RUNOFF. SILT
FENCE, TEMPORARY DIVERSION DIKES, AND TEMPORARY SEDIMENT TRAPS WILL BE UTILIZED DURING CONSTRUCTION AT ALL AREAS DOWN SLOPE
OF DISTURBED AREAS, TO RETAIN SEDIMENT AND SLOW AND DISPERSE STORMWATER.
NO OFF —SITE CONSTRUCTION IS PROPOSED, BUT IF BORROW FILL OR A WASTE PIT IS UTILIZED OFF —SITE, THE AREA SHALL BE CONTROLLED
UNDER A SEPARATE OR EXISTING LAND DISTURBING PERMIT.
.SOILS:
THE SOILS MAP AND SOILS DESCRIPTIONS HAVE BEEN INCLUDED IN THE SWM COMPUTATIONS PACKET. THE SOIL DATA WAS OBTAINED FROM
THE USDA (WEB) SOIL SURVEY.
Note: K—factor is a factor that indicates susceptibility of soil to sheet and rill erosion by water with values ranging from 0.02 to 0.69 (the
higher the value the more susceptible the soil is to erosion). Hydrologic Soil Groups indicate runoff potential of the soil with Group A
having high infiltration, Group B having Moderate Infiltration, Group C having slow infiltration, and Group D having very slow infiltration. The
pH value is used to approximate the required lime rate to be applied to the soil when seeding.
EROSION AND SEDIMENT CONTROL MEASURES:
UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CONSTRUCTED AND
MAINTAINED ACCORDING TO THE MINIMUM STANDARDS AND SPECIFICATIONS OF THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT
CONTROL HANDBOOK. THIS PLAN DEPICTS ADEQUATE PERIMETER CONTROLS WITH THE UNDERSTANDING THAT FIELD CONDITIONS MAY REQUIRE
ADDITIONAL CONTROLS OR MODIFICATIONS TO MEASURES AS SPECIFIED HEREIN. THE ENGINEER, OR LOCAL EROSION AND SEDIMENT CONTROL
ADMINISTRATOR, RESERVES THE RIGHT TO PRESCRIBE ADDITIONAL MEASURES DURING CONSTRUCTION.
STRUCTURAL MEASURES:
SAFETY FENCE (3.01) SHALL BE INSTALLED TO PROTECT THE DESIGNATED CONSERVED OPEN SPACE FROM LAND DISTURBANCE DURING
CONSTRUCTION.
TEMPORARY CONSTRUCTION ENTRANCE (3.02) SHALL BE INSTALLED AS SHOWN ON THE PLANS TO AID IN PREVENTING MUD AND SEDIMENT
FROM BEING TRACKED ONTO THE STATE HIGHWAY. EXTRA PRECAUTIONS MAY BE REQUIRED BY THE CONTRACTOR TO ENSURE THAT NO MUD IS
BEING TRACKED ONTO THE HIGHWAY BY CONSTRUCTION VEHICLES.
SILT FENCE (3.05) SHALL BE INSTALLED AS SHOWN ON THE PLANS TO FILTER SEDIMENT LADEN RUNOFF FROM DISTURBED AREAS BEFORE IT
LEAVES THE SITE.
TEMPORARY DIVERSION DIKE (3.09) SHALL BE INSTALLED AS INDICATED ON THE SITE PLAN TO DIVERT SEDIMENT LADEN RUNOFF INTO THE
PROPOSED ENGINEERED DITCH AND TO DIVERT CLEAN WATER AROUND THE DISTURBED AREA TO A STABILIZED OUTFALL. TEMPORARY DIVERSION
DIKES MUST BE MAINTAINED THROUGHOUT THE LIFE OF THE PROJECT.
ROCK CHECK DAMS (3.20) SHALL BE INSTALLED AT REGULAR INTERVALS ALONG THE PROPOSED DITCHLINE TO REDUCE THE VELOCITY OF
CONCENTRATED STORMWATER FLOWS WHICH WILL REDUCE THE EROSION OF THE DITCH. CHECK DAMS WILL ALSO FILTER SEDIMENT THROUGH
THE DITCHLINE.
TEMPORARY CULVERT INLET PROTECTION (3.08) SHALL BE INSTALLED AT THE INLET END OF THE PROPOSED CULVERTS ONCE IT IS INSTALLED
AND REMOVED WHEN CONSTRUCTION IS COMPLETE.
STONE OUTLET PROTECTION (3.18) SHALL BE INSTALLED AT THE OUTLET END OF THE PROPOSED PIPES. AND SHALL REMAIN AFTER COMPLETION
OF CONSTRUCTION.
TEMPORARY RIGHT—OF—WAY DIVERSION (3.11) SHALL BE INSTALLED AS SHOWN ON THE PLANS TO SHORTEN THE FLOW LENGTH WITHIN THE
SLOPING RIGHT—OF—WAY.
TEMPORARY SEDIMENT TRAP (3.13) SHALL BE INSTALLED AS SHOWN ON THE SITE PLAN AND MUST BE CONSTRUCTED TO AT LEAST THE
MINIMUM SIZE REQUIREMENTS PROVIDED. THE SEDIMENT TRAP WILL SERVE AS THE PRIMARY EROSION AND SEDIMENT CONTROL FOR THE AREA.
ONCE THE DESIRED GRADE IS REACHED IN THE FILLING OPERATION, ALL DISTURBED AREAS ARE TO BE PERMANENTLY SEEDED. ONCE
STABILIZED, THE SEDIMENT TRAP MAY BE FILLED IN.
TEMPORARY SEDIMENT BASIN (3.14) SHALL BE INSTALLED AS SHOWN ON THE SITE PLAN AND MUST BE CONSTRUCTED TO AT LEAST THE
MINIMUM SIZE REQUIREMENTS PROVIDED. THE SEDIMENT BASIN WILL SERVE AS THE PRIMARY EROSION AND SEDIMENT CONTROL FOR THE AREA.
ONCE THE DESIRED GRADE IS REACHED, ALL DISTURBED AREAS ARE TO BE PERMANENTLY SEEDED. ONCE STABILIZED, THE SEDIMENT TRAP MAY
BE FILLED IN.
PERMANENT SEEDING (3.32) SHALL BE USED IN DISTURBED AREAS WHERE PERMANENT, LONG—LIVED VEGETATION COVER IS NEEDED AND
ROUGH —GRADED AREAS WHICH WILL NOT BE BROUGHT TO FINAL GRADE FOR MORE THAN 6 MONTHS TO REDUCE EROSION, DECREASE SEDIMENT
YIELD, AND PERMANENTLY STABILIZE DISTURBED AREAS.
MULCHING (3.35) SHALL BE USED IN AREAS OF TEMPORARY AND PERMANENT SEEDING TO PREVENT EROSION BY PROTECTING THE SOIL
SURFACE FROM RAINDROP IMPACT AND REDUCING THE VELOCITY OF OVERLAND FLOW. THIS WILL PROMOTE THE GROWTH OF VEGETATION BY
INCREASING AVAILABLE MOISTURE AND PROVIDING INSULATION AGAINST EXTREME HEAT AND COLD.
SOIL STABILIZATION BLANKET MATTING (3.36) SHALL BE USED ON ALL SLOPES STEEPER THAN 3:1 AND AS OUTLINED ON THE PLANS TO AID IN
CONTROLLING EROSION ON CRITICAL SLOPES.
VEGETATIVE MEASURES:
PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN (7) DAYS AFTER FINAL GRADE IS
REACHED ON ANY PORTION OF THE SITE [FIVE (5) DAYS FOR CUT OR FILL SLOPES]. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED
WITHIN SEVEN (7) DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN FOURTEEN
(14) DAYS. PERMANENT SOIL STABILIZATION SHALL BE APPLIED TO ALL AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR.
TOPSOIL THAT HAS BEEN STOCKPILED SHALL BE SURROUNDED WITH SILT FENCE ON THE DOWNSTREAM SIDE AND PROTECTED BY MULCH
AND/OR TEMPORARY VEGETATION IMMEDIATELY AFTER GRADING. TOPSOIL SHALL NOT BE STOCKPILED IN DRAINWAYS.
MAINTENANCE:
ALL CONTROL MEASURES SHALL BE INSPECTED DAILY BY THE SITE SUPERINTENDENT OR HIS REPRESENTATIVE AND WITHIN 24 HOURS AFTER
ANY STORM EVENT GREATER THAN 0.5 INCHES OF RAIN PER 24 HOUR PERIOD. IT IS RECOMMENDED THAT THE CONTRACTOR UTILIZE
INSPECTION REPORTS AND KEEP QUALITY RECORDS OF ALL MAINTENANCE. ANY DAMAGED STRUCTURAL MEASURES ARE TO BE REPAIRED BY
THE END OF THE DAY. SEEDED AREAS SHALL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND OF GRASS IS MAINTAINED. ALL
AREAS SHALL BE FERTILIZED AND RE —SEEDED AS NEEDED UNTIL GRASS IS ESTABLISHED.
TEMPORARY SILT FENCE (AND ALL PERIMETER CONTROL MEASURES) SHALL BE CHECKED REGULARLY FOR SEDIMENT BUILD—UP. IF THE
TEMPORARY SILT FENCE IS CLOGGED BY SEDIMENT 1h THE HEIGHT OF THE INSTALLATION, IT SHALL BE REMOVED AND CLEANED OR REPLACED
IMMEDIATELY.
THE CONTRACTOR IS RESPONSIBLE FOR KEEPING EXISTING PUBLIC ROADS IN A CLEAN, DUST, AND MUD FREE CONDITION AT ALL TIMES.
PERMANENT STABILIZATION:
ALL AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING IMMEDIATELY FOLLOWING FINAL GRADING. SEEDING
SHALL BE DONE ACCORDING TO SPECIFICATION NO. 3.32 OF THE VESCH. IN LIEU OF TESTING THE TOPSOIL TO DETERMINE IF AND WHAT RATE
TO APPLY SOIL SUPPLEMENTS, THE CONTRACTOR CAN PROVIDE THE FOLLOWING MINIMUM SPECIFICATIONS:
TOPSOIL SHALL BE SPREAD AT A MINIMUM DEPTH OF 4" UNLESS OTHERWISE SPECIFIED IN ANY AREA WHERE THE EXISTING TOPSOIL
HAS BEEN STRIPPED DURING CONSTRUCTION.
PULVERIZED AGRICULTURE LIMESTONE SHALL BE INCORPORATED INTO THE SOIL AT A RATE OF 92 LBS PER 1000 SF (2 TONS PER ACRE).
**SEE SHEET C503 FOR SEEDING MIXTURE SPECIFICATIONS**
STORMWATER MANAGEMENT:
FOR WATER QUANTITY ANALYSIS, THE PROJECT SITE AREA (58.82 ACRES) IS ANALYZED AT NINE (9) DIFFERENT EVALUATION POINTS. EACH
POINT OF EVALUATION HAS A DESIGNED BMP TO MITIGATE STORMWATER QUANTITIY TO MEET CHANNEL PROTECTION USING THE ENERGY
BALANCE COMPUTATION PER 9VAC25-870-66 B.-3A. THE COMPUTATIONS PROVIDED PROVE ADEQUACY FOR THE 10—YR 24—HR STORM, WHICH
MEETS FLOOD PROTECTION CRITERIA UNDER 9VAC25-870-66 C.-2b. IN BOTH INSTANCES OF CHANNEL AND FLOOD PROTECTION, THE LIMITS OF
ANALYSIS ARE AT THE OUTFALL POINTS AND ALL EXPERIENCE FLOODING DURING THE 10 YEAR STORM EVENT. SINCE CHANNEL AND FLOOD
PROTECTION ARE MET, MS-19 HAS BEEN SATISFIED. EROSION AND SEDIMENT CONTROLS HAVE BEEN IMPLEMENTED TO PROVIDE PROTECTIVE
MEASURES AGAINST SEDIMENT LADEN RUNOFF. PLEASE SEE THE SWM COMPUTATIONS PACKET AS WELL AS SHEETS C600—C601 FOR ADDITIONAL
INFORMATION. THE FOLLOWING SUMMARY FOR CHANNEL AND FLOOD PROTECTION DEMONSTRATES ADEQUACY FOR OUR EVALUATION POINT.
WITH ALL RUNOFF WITHIN THE SITE MEETING CHANNEL AND FLOOD PROTECTION, MS-19 IS SATISFIED.
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• • • •
1.
THE LIMITS OF DISTURBANCE, REPARIAN BUFFER, FORESTED/OPEN SAPCE SHOULD BE
MARKED PRIOR TO THE PRE —CONSTRUCTION
CONFERENCE AND MOBILIZATION.
2.
INSTALL CONSTRUCTION ENTRANCE
3.
CLEAR AND GRUB ONLY AS NECESSARY FOR PERIMETER CONTROLS TO BE INSTALLED.
BASINS AND TRAPS MUST BE INSTALLED BEFORE
DIVERSIONS OR CHANNELS ARE CONSTRUCTED
4.
CONSTRUCT SEDIMENT BASINS AND TRAPS
5.
CONSTRUCT DIVERSION AND STORMWATER CONVEYANCE CHANNELS.
6.
PROCEED WITH CLEARING AND GRUBBING ACTIVITIES
7.
BEGIN CONSTRUCTION GRADING OPERATIONS
8.
EROSION CONTROL DEVICES SHOULD BE INSPECTED REGULARLY
9.
TEMPORARY SEED DENUDED AREAS THAT WILL REMAIN UNTOUCHED FOR MORE THAN (7)
SEVEN DAYS.
10.
PERMANENT SEED ALL DENUDED AREAS ONCE CONSTRUCTION IS COMPLETE.
11.REQUEST
INSPECTION FROM DEVELOPER & COUNTY INSPECTOR PRIOR TO REMOVAL OF
E&S DEVICES OR CONVERSION TO PERMANENT
BMP.
12.
CONVERT SEDIMENT BASINS AND TRAPS AFTER THE SITE HAS BEEN STABILIZED.
13.
REMOVE EROSION CONTROL DEVICES AS APPROVED BY INSPECTOR.
A DETAILED SEQUENCE OF CONSTRUCTION IS PROVIDED ON THE ESC PLANS. CONSTRUCTION SHALL BE SEQUENCED SUCH THAT GRADING
OPERATIONS WILL BEGIN AND END AS QUICKLY AS POSSIBLE.
THE SITE SUPERINTENDENT AND THE RESPONSIBLE LAND DISTURBER SHALL BE RESPONSIBLE FOR THE INSTALLATION AND MAINTENANCE OF ALL
EROSION AND SEDIMENT CONTROL MEASURES. MAINTENANCE OF THESE MEASURES THROUGHOUT THE PROJECT IS CRITICAL TO THE
EFFECTIVENESS OF THE PROGRAM.
DEVICES SPECIFIED IN THIS PLAN ARE CONSIDERED MINIMUM EROSION AND SEDIMENT CONTROLS. ADDITIONAL CONTROL MEASURES MAY BE
NECESSARY DUE TO CONTRACTOR PHASING OR OTHER UNFORESEEN CONDITIONS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE
ADDITIONAL MEASURES TO THOSE SHOWN, AS NEEDED, IN ORDER TO CONTROL THE EROSION ON THE SITE. ALL MEASURES SHALL BE
INSTALLED ACCORDING TO THE STANDARDS AND SPECIFICATION OF THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL
HANDBOOK.
ALL APPLICABLE EROSION AND SEDIMENT CONTROLS SHALL BE ADHERED TO THROUGHOUT THE LIFE OF THE PROJECT.
GENERAL EROSION AND SEDIMENT CONTROL NOTES
ES-1: UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND
MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA
REGULATIONS 9VAC25-870 EROSION AND SEDIMENT CONTROL REGULATIONS.
ES-2: 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. THE NAME OF THE RESPONSIBLE LAND
DISTURBER MUST BE PROVIDED TO THE PLAN —APPROVING AUTHORITY PRIOR TO ACTUAL ENGAGEMENT IN THE LAND —DISTURBING ACTIVITY SHOWN
ON THE APPROVED PLAN. IF THE NAME IS NOT PROVIDED PRIOR TO ENGAGING IN THE LAND —DISTURBING ACTIVITY, THE PLAN'S APPROVAL WILL BE
REVOKED.
ES-3: ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS SOON AS THE FIRST STEP IN CLEARING.
ES-4: A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES.
ES-5: PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO OFF
SITE BORROW OR WASTED AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND
APPROVAL BY THE PLAN APPROVING AUTHORITY.
ES-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.
ES-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, AFTER WHICH, UPON APPROVAL OF THE PLAN —APPROVING AUTHORITY, THE
CONTROLS SHALL BE REMOVED. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE REMOVAL OF TEMPORARY MEASURES
SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION.
ES-8: DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE.
ES-9: THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES AT LEAST EVERY 5 BUSINESS DAYS AND WITHIN 24 HOURS AFTER EACH
RAINFALL RUNOFF PRODUCING EVENT OF 0.25 INCH OVER 24 HOURS. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS
OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY.
ES-10: THE CONTRACTOR IS RESPONSIBLE FOR THE DAILY REMOVAL OF SEDIMENT THAT HAS BEEN TRANSPORTED ONTO A PAVED OR PUBLIC ROAD
SURFACE.
ES-11: PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON
ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT
FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 14 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE
LEFT DORMANT FOR MORE THAN ONE YEAR.
ES-12: THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREVENTING SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOILS WHICH MAY PRESENT
HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS, OR HARM ANIMAL OR PLANT LIFE.
ES-13: A VSMP IS REQUIRED FOR PROJECTS DISTURBING 2,500 SQUARE FEET OR GREATER IN A DESIGNATED CHESAPEAKE BAY PRESERVATION AREA
(CBPA) OR GREATER THAN OR EQUAL TO 1 ACRE OUTSIDE THE CBPA. FOR MORE INFORMATION VISIT THE VIRGINIA STORMWATER MANAGEMENT
PROGRAM PERMITTING WEB PAGE AT: htto://www.dea.virainia.aov/proarams/stormwatermanaaement/vsmopermits.asDx
Virginia Erosion and Sediment Control Regulations
Section 9VAC25-840
Minimum Standards
All land —disturbing activities undertaken on private and public lands in the Commonwealth of Virginia must meet the 19 "minimum
standards" for erosion and sediment control (ESC) in Section 9VAC25-840 of the Virginia Erosion and Sediment Control Regulations.
The applicant who submits the ESC plan to the program authority for approval is responsible for ensuring compliance with the
minimum standards that apply to his/her activities. A condensed version of the minimum standards is provided below. Please refer to
the Regulations for a complete, unedited copy of the minimum standards.
(1) Soil Stabilization: Permanent or temporary soil stabilization shall be applied to denuded areas within seven days after final grade
is reached on any portion of the site. Temporary soil stabilization shall be applied within seven (7) days to denuded areas that
may not be at final grade but will remain dormant for longer than fourteen (14) days. Permanent stabilization shall be applied
to areas that are to be left dormant for more than one year.
(2) Soil Stockpile Stabilization. During construction, soil stockpiles and borrow areas shall be stabilized or protected with sediment
trapping measures. Temporary protection and permanent stabilization shall be applied to all soil stockpiles on site and borrow
areas or soil intentionally transferred off site.
(3) Permanent Stabilization. Permanent vegetative cover shall be established on denuded areas not otherwise permanently stabilized.
Permanent vegetation shall not be considered established until a ground cover is achieved that is:
• Uniform
• Mature enough to survive
• Will inhibit erosion
(4) Sediment Basins & Traps. Sediment basins, sediment traps, perimeter dikes, sediment barriers, and other measures intended to
trap sediment shall be constructed as a first step in any land —disturbing activity and shall be made functional before upslope
land disturbance takes place.
(5) Stabilization of Earthen Structures. Stabilization measures are not proposed on this project.
(6) Sediment Traps & Sediment Basins.
(7) Cut and Fill Slopes Design & Construction. Cut and fill slopes shall be designed and constructed in a manner that will minimize erosion.
Slopes found to be eroding excessively within one year of permanent stabilization shall be provided with additional slope stabilizing measures
until the problem is corrected.
(8) Concentrated Runoff Down Slopes. Concentrated runoff shall not flow down cut or fill slopes unless contained within an adequate temporary
or permanent channel, flume, or slope drain structure.
(9) Slope Maintenance. Whenever water seeps from a slope face, adequate drainage or other protection shall be provided.
(10) Storm Sewer Inlet Protection . All storm sewer inlets made operable during construction shall be protected so that sediment —laden water
cannot enter the stormwater conveyance system without first being filtered/treated to remove sediment.
(11) Stormwater Conveyance Protection. Before newly constructed stormwater conveyance channels or pipes are made operational, adequate
outlet protection and any required temporary or permanent channel lining shall be installed in both the conveyance channel and the
receiving channel.
(12) Work in Live Watercourse. Work in Live Watercourse is not proposed on this project.
(13) Crossing Live Watercourse. Crossing a Live Watercourse is not proposed on this project.
(14) Regulation of Watercourse Crossing. Work in Live Watercourse is not proposed on this project.
(15) Stabilization of Watercourse. Work in Live Watercourse is ant proposed on this project.
(16) Underground Utility Line Installation . Underground utility lines shall be installed in accordance with the following standards in addition to
other applicable criteria:
-No more than 500 linear feet of trench may be opened at one time
-Excavated material shall be placed on the uphill side of trenches
-Effluent from dewatering operations shall be filtered or passed through an approved sediment trapping device, or both, and discharged in a
manner that does not adversely affect flowing streams or off —site property
-Material used for backfilling trenches shall be properly compacted in order to minimize erosion and promote stabilization
•Restabilization shall be accomplished in accordance with these regulations
-Comply with applicable safety regulations
(1) Vehicular Sediment Tracking . Where construction vehicle access routes intersect paved or public roads:
-Provisions shall be made to minimize the transport of sediment by vehicular tracking onto the paved surface
• Where sediment is transported onto a paved or public road surface, the road surface shall be cleaned thoroughly at the end of each day
Sediment shall be removed from the roads by shoveling or sweeping and transported to a sediment control disposal area. Street washing
shall be allowed only after sediment is removed in this manner
(1) Removal of Temporary Measures. All temporary erosion and sediment control measures shall be removed within 30 days after final site
stabilization or after the temporary measures are no longer needed, unless otherwise authorized by the program authority. Trapped sediment
and the disturbed soil areas resulting from the disposition of temporary measures shall be permanently stabilized to prevent further erosion
and sedimentation.
(2) Stormwater Management . Properties and waterways downstream from development sites shall be protected from sediment deposition,
erosion, and damage due to increases in volume, velocity, and peak flow rate of stormwater runoff for the stated frequency storm of
24—hour duration in accordance with the following standards and criteria:
-Concentrated stormwater runoff leaving a development site shall be discharged directly into an adequate natural or man—made receiving
channel, pipe, or storm sewer system. For those sites where runoff is discharged into a pipe or pipe system, downstream stability analyses
at the outfall of the pipe or pipe system shall be performed.
-Adequacy of all channels and pipes shall be verified:
o Natural Channels — use 2—year storm event
o Manmade Channels — use 2— and 10—year storm event
o Pipe and Pipe Systems — use 10—year storm event
-If existing natural receiving channels or previously constructed man—made channels or pipes are not adequate, the applicant shall provide
channel, pipe, or pipe system improvement or provide a combination of channel improvement, site design, stormwater detention, or other
measures that is satisfactory to the program authority to prevent downstream erosion.
-Provide evidence of permission to make the improvements
-If the applicant chooses an option that includes stormwater detention he shall obtain approval from the locality of a plan for maintenance
of the detention facilities. The plan shall set forth the maintenance requirements of the facility and the person responsible for performing
the maintenance.
•Outfall from a detention facility shall be discharged to a receiving channel, and energy dissipators shall be placed at the outfall of all
detention facilities as necessary to provide a stabilized transition from the facility to the receiving channel.
-Increased volumes of sheet flows that may cause erosion or sedimentation on adjacent property shall be diverted to a stable outlet,
adequate channel, pipe or pipe system, or to a detention facility
-In applying these stormwater runoff criteria, individual lots or parcels in a residential, commercial or industrial development shall not be
considered to be separate development projects. Instead, the development as a whole shall be considered to be a single development
project.
•AII measures used to protect properties and waterways shall be employed in a manner that minimizes impacts on the physical, chemical
and biological integrity of rivers, streams and other waters of the state.
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MAP
UNIT
SOIL DESCRIPTION (ALL SOILS ARE WELL DRAINED)
pH
K-FACTOR
HYDROLOGIC SOIL GROUP
4C
ASHE LOAM, 7% TO 15% SLOPES
4.8
0.28
B
4D
ASHE LOAM 15% TO 25% SLOPES
4.8
0.28
B
4E
ASHE LOAM, 25% TO 45% SLOPES
4.8
0.28
B
14B
CHESTER LOAM, 2% TO 7% SLOPES
5.0
0.28
B
14C
CHESTER LOAM, 7% TO 15% SLOPES
5.0
0.28
B
14E
CHESTER LOAM, 25% TO 45% SLOPES
5.0
0.28
B
20C3
MINNIEVILLE CLAY LOAM, 7% TO 15% SLOPES, SEVERELY ERODED
5.6
0.17
B
20D3
MINNIEVILLE CLAY LOAM, 15% TO 25% SLOPES, SEVERELY ERODED
5.6
0.17
B
21B
CULPEPER FINE SANDY LOAM, 2% TO 7% SLOPES
5.0
0.17
B
21C
CULPEPER FINE SANDY LOAM, 7% TO 15% SLOPES
5.0
0.17
B
34D
GLENELG LOAM, 15% TO 25% SLOPES
5.2
0.24
B
36B
HAYESVILLE LOAM, 2% TO 7% SLOPES
5.0
0.28
B
36C
HAYESVILLE LOAM, 7% TO 15% SLOPES
5.0
0.28
B
36D
HAYESVILLE LOAM, 15% TO 25% SLOPES
5.0
0.28
B
39D
HAZEL LOAM, 15% TO 25% SLOPES
5.0
0.32
B
39E
HAZEL LOAM, 25% TO 45% SLOPES
5.0
0.32
A
56B
MEADOWVILLE LOAM, 2% TO 7% SLOPES
5.3
0.24
A
56C
MEADOWVILLE LOAM, 7% TO 15% SLOPES
5.3
0.24
A
66E
PARKER VERY STONY LOAM, 25% TO 45% SLOPES
5.0
0.05
A
83
COLVARD FINE SANDY LOAM, 0% TO 2% SLOPES
5.8
0.24
A
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/ _� - I EROSION CONTROL DEVICES SHOULD BE INSPECTED REGULARLY `Q� �' • • .. 'i
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MATCHLINE SHEET C202
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KEY
SYMBOL
DESCRIPTION
3.02
CE
O
STONE CONSTRUCTION ENTRANCE
3.05
SF
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SILT FENCE (WITHOUT WIRE SUPPORT)
3.08
CIP
CULVERT INLET PROTECTION
3.11
RWD
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TEMPORARY RIGHT-OF-WAY DIVERSION
' 3.18
OP
OUTLET PROTECTION
3.09
DD
K-
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3.13
ST
SEDIMENT TRAP
3.14
SB
SEDIMENT BASIN
3.20
CD
ROCK CHECK DAM
3.32
PS
PERMANENT SEEDING
. 3.35
MU
MULCHING
3.36
BM
SOIL STABILIZATION TREATMENT 1
—n
SOIL STABILIZATION TREATMENT 2
LOD
LIMITS OF DISTURBANCE
-
- - - -
810 - - - -
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810
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\ \ \ \ •�\'\ \ '>\" /'�. �..D. " ' 11 `\ ' ' " B-s / r.i ` CONSTRUCT SEDIMENT BASINS AND TRAPS
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PERMANENT SEED ALL DENUDED AREAS ONCE CONSTRUCTION IS
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Feet 1 11 \.�:.""":':" "'"':'::''.'! l \ — — '� '✓'"''i' /'"""""' �' "" `'�"`'�'"'� \ �+ /� / �• REQUEST INSPECTION FROM DEVELOPER &COUNTY INSPECTOR PRIOR
( -. �• 1 • 1 O ~ — / � / �f� ( n� / 7 �/ TO REMOVAL OF E&S DEVICES OR CONVERSION TO PERMANENT BMP.
/� . •:�•' " . / / CONVERT SEDIMENT BASINS AND TRAPS AFTER THE SITE HAS BEEN
NO.
KEY
SYMBOL
DESCRIPTION
3.02
IS
STONE CONSTRUCTION ENTRANCE
3.05
M
SILT FENCE (WITHOUT WIRE SUPPORT)
3.08
CIP
CULVERT INLET PROTECTION
3.11
RWD
DODO
TEMPORARY RIGHT-OF-WAY DIVERSION
3.18
OP
OUTLET PROTECTION
3.09
IS
DIVERSION DIKE
3.13
ST
SEDIMENT TRAP
3.14
SB
SEDIMENT BASIN
3.20
CD
ROCK CHECK DAM
3.32
pg
PERMANENT SEEDING
3.35
MU
MULCHING
3.36
BM
—n
SOIL STABILIZATION TREATMENT 1
SOIL STABILIZATION TREATMENT 2
LOD
LIMITS OF DISTURBANCE
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EXISTING CONTOURS (1' INTERVAL)
810
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1�� ^J , � � .1 � / r 1 / C� ) �) l , f / � i / / % / / � J (i I � I ! � � � iI � r/ 1 � � �������� �n�;� ,�/���r''�'•�1�:��1���� :'//��/
EROSION & SEDIMENT CONTROL LEGEND
NO. KEY SYMBOL DESCRIPTION
3.02
CE
STONE CONSTRUCTION ENTRANCE
3.05
SF
—X-
SILT FENCE (WITHOUT WIRE SUPPORT)
3.08
CIP
CULVERT INLET PROTECTION
3.11
RWD
TEMPORARY RIGHT-OF-WAY DIVERSION
3.18
IS
OUTLET PROTECTION
3.09
DIVERSION DIKE
3.13
ST
SEDIMENT TRAP
3.14
SB
SEDIMENT BASIN
3.20
CD
ROCK CHECK DAM
3.32
pS
PERMANENT SEEDING
3.35
MU
MULCHING
3.36
BM
SOIL STABILIZATION TREATMENT 1
—n
SOIL STABILIZATION TREATMENT 2
LOO
LIMITS OF DISTURBANCE
— — — —
— 810 — — —
— EXISTING CONTOURS (1' INTERVAL)
810
PROPOSED CONTOURS (1' INTERVAL)
ESC SEQUENCE OF CONSTRUCTION:
• THE LIMITS OF DISTURBANCE SHOULD BE MARKED PRIOR TO THE
PRE -CONSTRUCTION CONFERENCE AND MOBILIZATION.
• INSTALL CONSTRUCTION ENTRANCE
• CLEAR AND GRUB ONLY AS NECESSARY FOR PERIMETER CONTROLS TO
BE INSTALLED.
• CONSTRUCT SEDIMENT BASINS AND TRAPS
• PROCEED WITH CLEARING AND GRUBBING ACTIVITIES
• BEGIN CONSTRUCTION GRADING OPERATIONS
• EROSION CONTROL DEVICES SHOULD BE INSPECTED REGULARLY
• TEMPORARY SEED DENUDED AREAS THAT WILL REMAIN UNTOUCHED FOR
MORE THAN (7) SEVEN DAYS.
• PERMANENT SEED ALL DENUDED AREAS ONCE CONSTRUCTION IS
COMPLETE.
• REQUEST INSPECTION FROM DEVELOPER & COUNTY INSPECTOR PRIOR
TO REMOVAL OF E&S DEVICES OR CONVERSION TO PERMANENT BMP.
• CONVERT SEDIMENT BASINS AND TRAPS AFTER THE SITE HAS BEEN
STABILIZED.
• REMOVE EROSION CONTROL DEVICES AS APPROVED BY INSPECTOR.
0 60 120
Feet
N
N
N
N�
1-1
N�
W
c
N
N
N
0
0
0
00
m
m
m
C
O
J
.N
Q
m
m�
�QNm
o
N
.�
m
a
1
g
m
N
w
d
z
a
_
N
be
0
I
n
z
3
O
z
N
M
I
11
0 160 320
Feet
(L
it \•.\ \� � �> 1\ I l �� I /' / / \ \ / /��
............
.
...........
_, / r �� / / � i ! ... ' Yam•
S 0 1 L S P R 0 P E R T I E S
MAP
UNIT
SOIL DESCRIPTION (ALL SOILS ARE WELL DRAINED)
pH
K-FACTOR
HYDROLOGIC
SOIL GROUP
4C
ASHE LOAM, 7% TO 15% SLOPES
4.8
0.28
B
4D
ASHE LOAM, 15% TO 25% SLOPES
4.8
0.28
B
4E
ASHE LOAM, 25% TO 45% SLOPES
4.8
0.28
B
14B
CHESTER LOAM, 2% TO 7% SLOPES
5.0
0.28
B
14C
CHESTER LOAM, 7% TO 15% SLOPES
5.0
0.28
B
14E
CHESTER LOAM, 25% TO 45% SLOPES
5.0
0.28
B
20C3
MINNIEVILLE CLAY LOAM, 7% TO 15% SLOPES, SEVERELY ERODED
5.6
0.17
B
20D3
MINNIEVILLE CLAY LOAM, 15% TO 25% SLOPES, SEVERELY ERODED
5.6
0.17
B
21B
CULPEPER FINE SANDY LOAM, 2% TO 7% SLOPES
5.0
0.17
B
21C
CULPEPER FINE SANDY LOAM, 7% TO 15% SLOPES
5.0
0.17
B
34D
GLENELG LOAM, 15% TO 25% SLOPES
5.2
0.24
B
36B
HAYESVILLE LOAM, 2% TO 7% SLOPES
5.0
0.28
B
36C
HAYESVILLE LOAM, 7% TO 15% SLOPES
5.0
0.28
B
36D
HAYESVILLE LOAM, 15% TO 25% SLOPES
5.0
0.28
B
39D
HAZEL LOAM, 15% TO 25% SLOPES
5.0
0.32
B
39E
HAZEL LOAM, 25% TO 45% SLOPES
5.0
0.32
A
56B
MEADOWVILLE LOAM, 2% TO 7% SLOPES
5.3
0.24
A
56C
MEADOWVILLE LOAM, 7% TO 15% SLOPES
5.3
0.24
A
66E
PARKER VERY STONY LOAM, 25% TO 45% SLOPES
5.0
0.05
A
83
COLVARD FINE SANDY LOAM, 0% TO 2% SLOPES
5.8
0.24
A
W
WATER
N
N
N
,m
0000
0)
m
c
N
N
O
O
U-
O
a
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m
m
m
C
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0
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a
cn'
g~
w
N
F
0_
J
N
~
a
m
z
3
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♦ ♦ ♦♦ ♦ .i�•� i ����INAV•�►♦�� ,�Ve� �I
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111 � � _��_ii_ ►,__,w_ _. .p_►r..r�.�►..:�_,��. ►_�r_:ar.R.-NO RM.0,►_9� ,d,:�_ fl .1.0_,� ._ _i_ _ _s_.. _. _ _•, ,•i_ _���r_ ► _ _. _.._c_�i_.�...._.�_.c_.v._.i�_� .-��c .� r r
INs
ll.11d�� IND
1_4
��
2v/..l...r,;.....:...'`.,f...............`�..tlt��'::.............. EROSION & SEDIMENT CO T OL r
j �.: �.....e...ESC SEQUENCE OF CONSTRUCTION: 1f S �\ R
((tt NO. KEY SYMBOL DESCRIPTION / i� / :''" �� .. • THE LIMITS OF DISTURBANCE SHOULD BE MARKED PRIOR TO THE
�� ( �•`/' . _ _ , .... PRE -CONSTRUCTION CONFERENCE AND MOBILIZATION.
J � INSTALL CONSTRUCTION ENTRANCE ...
/�.•.. 1 ......;. . .... BE INSTALLED.
GRUB ONLY AS NECESSARY FOR PERIMETER CONTROLS TO Aram �.
CONSTRUCT SEDIMENT BASINS AND TRAPS �...:.:. ,
�� y ` } PROCEED WITH CLEARING AND GRUBBING ACTIVITIES\ �\
r� -• fl '/ BEGIN CONSTRUCTION GRADING OPERATIONS
J •-.• , , , _ _ , , F, , J' EROSION CONTROL DEVICES SHOULD BE INSPECTED REGULARLY L� •
:: :/' :� • TEMPORARY SEED DENUDED AREAS THAT WILL REMAIN UNTOUCHED FOR
�.; . . f � MORE THAN (7) SEVEN DAYS. �� 4
= / • PERMANENT SEED ALL DENUDED AREAS ONCE CONSTRUCTION IS
f�/ COMPLETE. �� ....
`� r.:.:.:...'.'....'.' .. / /
,�1/� REQUEST INSPECTION FROM DEVELOPER & COUNTY INSPECTOR PRIOR
!7 TO REMOVAL OF E&S DEVICES OR CONVERSION TO PERMANENT BMP.\
/.--.. {-...._�..// / CONVERT SEDIMENT BASINS AND TRAPS AFTER THE SITE HAS BEEN
/// STABILIZED.
�...:.:.:.:...'.'.'.'.'.' REMOVE EROSION CONTROL DEVICES AS APPROVED BY INSPECTOR.
. r................
o �
Eo
a �- -�:� .• �.1 � � � it ,___ , � ��
11�1Ar�
3.02
CE
STONE CONSTRUCTION ENTRANCE
3.05
SFXF
SILT FENCE (WITHOUT WIRE SUPPORT)
3.08
0CULVERT
INLET PROTECTION
3.11
RWD
TEMPORARY RIGHT-OF-WAY DIVERSION
3.18
OP
OUTLET PROTECTION
3.09
DIVERSION DIKE
3.13
IS
SEDIMENT TRAP
3.14
SB
SEDIMENT BASIN
3.20
CD
ROCK CHECK DAM
3.32
pS
PERMANENT SEEDING
3.35
MU
MULCHING
3.36
BM
SOIL STABILIZATION TREATMENT 1
—n
SOIL STABILIZATION TREATMENT 2
LOo
LIMITS OF DISTURBANCE
-----
810 - - -
- EXISTING CONTOURS (1' INTERVAL)
810
PROPOSED CONTOURS (1' INTERVAL)
— 1
^. I ,• .- ,I'll. ;l
1 � _ ���'�� Iltr 1 I � •I
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1�-
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�� �� YC.'i w.na. ��..�•� .�'-'_ l I■I � , 1� �\ l� /7/ �� yam`
N
N
N
00
c
N
N
�Lf)oo
0
a
00
m
m
m
C
O
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N
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g
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0
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MATCHLINE SHEET C201
- ���`p���I'o `r . I�� lug `�, J,,//��� ANE :��
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►/� �%/O ram^ � � ^
n:.1.���w►.`c,�I r4ad 19
►',�='���.�.,�i��:��►;,r. w►��c`��i��il:���..c.��,.�������n:'�ii��:'�ir=�a����`��.��►i�':����i��ir�=w�r�L�.�.�►;���w�...,_
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Olt III
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w
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r�...... ...,...„ r { _ESC SEQUENCE OF CONSTRUCTION:
\:. THE LIMITS OF DISTURBANCE SHOULD BE MARKED PRIOR TO THE
�..;.�. :...... ti i f / .. %. .. ..... ....... ... ..... PRE -CONSTRUCTION CONFERENCE AND MOBILIZATION.
\\\�\\\ \ .�:\��:\.\\ f fAr
..../.. ..... ,•:....�_..�.f.).. .{...:. f 0. INSTALL CONSTRUCTION ENTRANCE CLEAR
\\\ \\ ?\.. ...� 4� •......'.'.!.'.'...'.'.... ) 1 i /�.' .'.'.%�.'.'. ..'.'.'.'.'.'.'. ..'.'c I ..(.. i . ....� ... t. O f / / / ti BEINSTALLED.GRUB ONLY AS NECESSARY FOR PERIMETER CONTROLS TO
-9 /
CONSTRUCT SEDIMENT BASINS AND TRAPS
\\ \ \ \ \\�.`\:...... ✓ ........... ... ! ( 1 / /....I' ........�... ..1�.../ ...1..... / PROCEED WITH CLEARING AND GRUBBING ACTIVITIES
>� !�.' ' � � � ' ! � �.'J�..� 1 1 � \ J � � "~~� �'`��1' .�.�%� •. ��... ..�.�.�..��..�. � � J � •�-� � • BEGIN CONSTRUCTION GRADING OPERATIONS
\ \ \� \ .�y.. / • .. ....... ......... �.... .. r' r r j • EROSION CONTROL DEVICES SHOULD BE INSPECTED REGULARLY
f�.. r ( I • • /� TEMPORARY SEED DENUDED AREAS THAT WILL REMAIN UNTOUCHED FOR
bp L. /
— -�' -' " : f ^t - �40 • I / / ' MORE THAN
�/i PERMANENT SEED ALL N DENUDED AREAS ONCE CONSTRUCTION IS
\ \ 'r� \ ��30, / / REQUEST INSPECTION FROM DEVELOPER &COUNTY INSPECTOR PRIOR
1 - i
Feet�\ �.'"T\ '�.�. .� � \ \ Y� —� / � �/� ... .� . �. � .. \\ � � �_ y /'� / / �� •
�:.:.:.'..' '..' '.'... '. p 1 D — — f� Y..' :/ ' f ._._.......'.:._ J p/� 7 TO REMOVAL OF E&S DEVICES OR CONVERSION TO PERMANENT BMP.
I \ " \ �� ~� -��'.' . . . .. . .'� CONVERT SEDIMENT BASINS AND TRAPS AFTER THE SITE HAS BEEN
STABILIZED.
r REMOVE EROSION CONTROL DEVICES AS APPROVED BY INSPECTOR.
Ir
-02
IS
STONE CONSTRUCTION ENTRANCE
3.05
M
SILT FENCE (WITHOUT WIRE SUPPORT)
3.08
CIP
CULVERT INLET PROTECTION
3.11
RWD
DODO
TEMPORARY RIGHT-OF-WAY DIVERSION
3.18
OPcog
OUTLET PROTECTION
3.09
DD
—B�
DIVERSION DIKE
3.13
ST
SEDIMENT TRAP
3.14
SB
SEDIMENT BASIN
3.20
CD
ROCK CHECK DAM
3.32
pg
PERMANENT SEEDING
3.35
MU
MULCHING
3.36
BM
—n
SOIL STABILIZATION TREATMENT 1
SOIL STABILIZATION TREATMENT 2
LOD
LIMITS OF DISTURBANCE
= - - - -
EXISTING CONTOURS (1' INTERVAL)
810
PROPOSED CONTOURS (1' INTERVAL)
N
N
N
00
0
rn
c
N
N
N
O
O
O
`a
2
2
m
a
K
K
K
00
m
m
m
C
O
J
N
Q
a
m
m�
N
m
1=
-
N
.�
m
a
g
m
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N
w
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be
F
O
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O
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N
M
/
—Jl`
/J / • l / r
r 304
r �/ / r l /
w�!/ 1 t f %r �t�/ill( /// /r
LLJ
U
1 4 l PEK .48�
r f
n \
41 4\
710
76
730
f::.::...........
i;
r r /� f:::! ::::::....:....::::: /
O f
CL
U�— �� /` { r...%'.' .'.'....''' r'...'.............� .�`.:..... ... �// /
................ ........... ../ /// 1/
4 ,R // / j� /� �............ ...... f .. .
looe
1• /�� l f ti s ✓ // l l / /,� J/ `........
N / ,f / r r �� ���ifr / l �/ /j / l� �, ......... .. ram. -�i
1 / /ram06
04
0' /i / �� r �' - — -- t J / / / r (/ �/ 1� // f :.::.::..:.:.:�":::.:.:.:.:..: ::.:ter. :::::� �-
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LLJ
`.::.:.::.....r:.............���
i
EROSION & SEDIMENT CONTROL LEGEND
NO. KEY SYMBOL DESCRIPTION
3.02
CE
STONE CONSTRUCTION ENTRANCE
3.05
SFX
X X
SILT FENCE (WITHOUT WIRE SUPPORT)
3.08
CIP
CULVERT INLET PROTECTION
3.11
RWD
O
TEMPORARY RIGHT-OF-WAY DIVERSION
3.18
IS
OUTLET PROTECTION
3.09
IS
DIVERSION DIKE
3.13
ST
SEDIMENT TRAP
3.14
SB
SEDIMENT BASIN
3.20
CD
ROCK CHECK DAM
3.32
pS
PERMANENT SEEDING
3.35
MU
MULCHING
3.36
BM
SOIL STABILIZATION TREATMENT 1
—n
SOIL STABILIZATION TREATMENT 2
LOo
LIMITS OF DISTURBANCE
- - - -
- 810 - - -
- EXISTING CONTOURS (1' INTERVAL)
810
PROPOSED CONTOURS (1' INTERVAL)
ESC SEQUENCE OF CONSTRUCTION:
• THE LIMITS OF DISTURBANCE SHOULD BE MARKED PRIOR TO THE
PRE -CONSTRUCTION CONFERENCE AND MOBILIZATION.
• INSTALL CONSTRUCTION ENTRANCE
• CLEAR AND GRUB ONLY AS NECESSARY FOR PERIMETER CONTROLS TO
BE INSTALLED.
• CONSTRUCT SEDIMENT BASINS AND TRAPS
• PROCEED WITH CLEARING AND GRUBBING ACTIVITIES
• BEGIN CONSTRUCTION GRADING OPERATIONS
• EROSION CONTROL DEVICES SHOULD BE INSPECTED REGULARLY
• TEMPORARY SEED DENUDED AREAS THAT WILL REMAIN UNTOUCHED FOR
MORE THAN (7) SEVEN DAYS.
• PERMANENT SEED ALL DENUDED AREAS ONCE CONSTRUCTION IS
COMPLETE.
• REQUEST INSPECTION FROM DEVELOPER & COUNTY INSPECTOR PRIOR
TO REMOVAL OF E&S DEVICES OR CONVERSION TO PERMANENT BMP.
• CONVERT SEDIMENT BASINS AND TRAPS AFTER THE SITE HAS BEEN
STABILIZED.
• REMOVE EROSION CONTROL DEVICES AS APPROVED BY INSPECTOR.
0 60 120
Feet
N
N
N
00
\
\
00
c
N
N
N
0
0
0
a
00
m
m
m
C
O
J
�
Q
a
m
m
\
Q
N
m
o
N
.�
a
Em
g
m
V,
Z3
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a
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N
b\
0
a
z
3
O
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M
I15 FT EMERGENCY
SPILLWAY: 713.11
FINISHED GRADE
715.00
AFTER SETTLING
SEE BMP DETAIL FOR
ANTI -SEEP COLLAR,
EMBANKMENT, AND
EMERGENCY SPILLWAY
DIMENSIONS
TRASH RACK AND ANTI -VORTEX DEVICE
SIZE TO BE SPECIFIED BY SUPPLIER
6 ORIFICE
25-YR WATER SURFACE ELEV 7712.52
643.96 CU. YD "WET" STORAGE
WET/DRY ELEV FOR SED. BASIN'7708.2
SEAL BMP ORIFICES WHILE
FUNCTIONING AS SEDIMENT BASIN
:III l�I
CLEANOUT ELEVATION: 707.00
BASE
FILL IN 12" WITH CONCRETE
IMENT BASIN CALCULATIONS: SB-1 TO ANCHOR STRUCTURE
WET STORAGE REQUIRED: 67 CY X 9.48 AC.=635.16
CY
AVAILABLE BASIN VOLUME: 643.96 CY AT ELEV. 708.2
(FROM STAGE STORAGE CURVE)
CLEANOUT VOLUME: 33 CY X 9.48 AC.: 312.84 CY AT
ELEV. 707
DISTANCE FROM INVERT TO CLEANOUT: 1.2 FT (MIN 1
FT OR GREATER)
DRY STORAGE REQUIRED: 67 CY X 9.48 AC. = 635.16 CY
TOTAL AVAILABLE BASIN VOLUME AT CREST OF RISER:
1785.74 CY AT ELEV. 711.10
DRY STORAGE AVAILABLE: 10785.74 CY - 643.96 CY
=10141.78 CY
DIAMETER OF DEWATERING ORIFICE: 6 IN. ORIFICE W/ 8
IN. FLEXIBLE TUBING
BASIN SHAPE: L/We = 0.2, BAFFLES REQUIRED
RISER DIAMETER: 48 INCHES
BARREL: 18" HDPE AT 15.0% SLOPE, 52 LF
TRASH RACK AND ANTI -VORTEX DEVICE: DIAMETER = 72 IN., HEIGHT = 21 IN.
ANTI -SEEP COLLAR DESIGN
DEPTH OF WATER AT PRINCIPAL SPILLWAY CREST (Y) =
5.25 FT.
SLOPE OF UPSTREAM FACE OF EMBANKMENT (Z) = 2:1
SLOPE OF PRINCIPAL SPILLWAY BARREL (Ss) = 15.0%
LENGTH OF BARREL IN SATURATED ZONE (Ls) = 70 FT.
ANTI -SEEP COLLARS: 2 - 5.0' X 5.0' SEEP COLLARS
AS SHOWN IN DETAIL
TEMPORARY SEDIMENT BASIN
N.T.S. - SOURCE: VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK - PLATE 3.14
TRH RACK AND ANTI -VORTEX DEVICE
10 FT EMERGENCY SIZE TO BE SPECIFIED BY SUPPLIER
SPILLWAY: 706.25 FINISHED GRADE
708.00
AFTER SETTLING
SEE BMP DETAIL FOR ~IIIEl I i l I I l I ElI ElII 25-YR WATER SURFACE ELEV 17706.50
ANTI -SEEP COLLAR, -II I=III=III=
EMBANKMENT, AND -11345.44 CU. YD "WET" STORAGE
EMERGENCY SPILLWAY -I WET/DRY ELEV FOR SED. BASIN7704.00
DIMENSIONS
=III = SEAL BMP ORIFICES WHILE
I - FUNCTIONING AS SEDIMENT BASIN
50.00_LF _ _ I 1 -III= = ,
4" HDPE ® 1% CLEANOUT ELEVATION: 703.00
INV IN = 702.00 r
BASE
FILL IN 12" WITH CONCRETE
IMENT BASIN CALCULATIONS: SB-7 TO ANCHOR STRUCTURE
WET STORAGE REQUIRED: 67 CY X 5.12 AC.=343.04 CY
AVAILABLE BASIN VOLUME: 345.44 CY AT ELEV. 704.00 (FROM STAGE STORAGE CURVE)
CLEANOUT VOLUME: 33 CY X 5.12 AC.: 168.96 CY AT ELEV. 703
DISTANCE FROM INVERT TO CLEANOUT: 1.0 FT (GREATER THAN 1 FT)
DRY STORAGE REQUIRED: 67 CY X 5.12 AC. = 343.04 CY
TOTAL AVAILABLE BASIN VOLUME AT CREST OF RISER: 815.59 CY AT ELEV. 706DRY
STORAGE AVAILABLE: 815.59 CY - 345.44 CY=470.15 CY
DIAMETER OF DEWATERING ORIFICE: 4 IN. ORIFICE W/ 6 IN. FLEXIBLE TUBING
BASIN SHAPE: L/We = 1.2, BAFFLES REQUIRED
RISER DIAMETER: 48 INCHES
BARREL: 24" HDPE AT 1% SLOPE, 50 LF
TRASH RACK AND ANTI -VORTEX DEVICE: DIAMETER = 72 IN., HEIGHT = 21"
ANTI -SEEP COLLAR DESIGN
DEPTH OF WATER AT PRINCIPAL SPILLWAY CREST (Y) = 4.25 FT.
SLOPE OF UPSTREAM FACE OF EMBANKMENT (Z) = 2:1
SLOPE OF PRINCIPAL SPILLWAY BARREL (Ss) = 1.00%
LENGTH OF BARREL IN SATURATED ZONE (LS) = 50 FT.
ANTI -SEEP COLLARS: 2 - 3' X 3' SEEP COLLARS AS SHOWN IN DETAIL
TEMPORARY SEDIMENT BASIN
N.T.S. - SOURCE: VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK - PLATE 3.14
J
EMERGENCY SPILLWAY
INV.=713.11
8TOP WIDTH
FINISHED GRADE
AFTER SETTLING
EL. = 715.0
2 ANTI -SEEP COLLARS
(SEE DETAIL)
53 LF 18" HDPE I-N
-------------1F:_-"i
CONCRETE CRADLE TO ANTI -SEEP
COLLAR (APPROX 3 Fi)
SEE DETAIL.
EARTHEN EMBANKMENT OPERATION AND MAINTENANCE
A THICK, HEALTHY GRASS COVER, FREE OF TREES AND BRUSH, SHOULD BE MAINTAINED ON
THE EMBANKMENT. SUCH A COVER WILL HELP STABILIZE THE SURFACES OF THE
EMBANKMENT AND WILL SIMPLIFY INSPECTIONS.
THE MAINTENANCE AND INSPECTION GUIDELINES PRESENTED BELOW ARE NOT
ALL-INCLUSIVE. SPECIFIC FACILITIES MAY REQUIRE OTHER MEASURES NOT DISCUSSED HERE.
IT IS THE DESIGNER'S RESPONSIBILITY TO DECIDE IF ADDITIONAL MEASURES ARE
NECESSARY.
1. THE EMBANKMENT SHOULD BE MOWED PERIODICALLY DURING THE GROWING SEASON,
ENSURING THAT THE LAST CUTTING OCCURS AT THE END OF THE SEASON. THE GRASS
SHOULD NOT BE CUT LESS THAN 6 TO 8 INCHES IN HEIGHT.
2. IF NECESSARY, THE EMBANKMENT SHOULD BE LIMED, FERTILIZED AND SEEDED IN THE
FALL, AFTER THE GROWING SEASON. LIME AND FERTILIZER APPLICATION RATES SHOULD BE
BASED ON SOIL TEST RESULTS. THE TYPE OF SEED SHOULD BE CONSISTENT WITH THAT
ORIGINALLY SPECIFIED ON THE CONSTRUCTION PLANS.
3. ALL EROSION GULLIES NOTED DURING THE GROWING SEASON SHOULD BE BACKFILLED WITH
TOPSOIL, RESEEDED AND PROTECTED (MULCHED) UNTIL VEGETATION IS ESTABLISHED.
4.ALL BARE AREAS AND PATHWAYS ON THE EMBANKMENT SHOULD BE PROPERLY SEEDED
AND PROTECTED (MULCHED) OR OTHERWISE STABILIZED TO ELIMINATE THE POTENTIAL FOR
EROSION.
EMERGENCY SPILLWAY
1 8' TOP WIDTH
FINISHED GRADE
AFTER SETTLING
FI = 7nR n
2 ANTI -SEEP COLLARS -
(SEE DETAIL) -III-III , I
3'
= dR"
TRASH RACK AND ANTI -VORTEX DEVICE
SIZE TO BE SPECIFIED BY SUPPLIER
TOP EL.=711.10
BASE
5. ALL ANIMAL BURROWS SHOULD BE BACKFILLED AND COMPACTED AND BURROWING ANIMALS
SHOULD BE REMOVED FROM THE AREA.
6. ALL TREES, WOODY VEGETATION AND OTHER DEEP-ROOTED GROWTH, INCLUDING STUMPS
AND ASSOCIATED ROOT SYSTEMS, SHOULD BE REMOVED FROM THE EMBANKMENT AND
ADJACENT AREAS EXTENDING TO AT LEAST 25 FEET BEYOND THE EMBANKMENT TOE AND
ABUTMENT CONTACTS. THE ROOT SYSTEMS SHOULD BE EXTRACTED AND THE EXCAVATED
VOLUME REPLACED AND COMPACTED WITH MATERIAL SIMILAR TO THE SURROUNDING AREA.
ALL SEEDLINGS SHOULD BE REMOVED AT THE FIRST OPPORTUNITY. SIMILARLY, ANY VINE
COVER AND BRUSH SHOULD BE REMOVED FROM THE EMBANKMENT TO ALLOW FOR
INSPECTIONS.
7. ANY REPAIRS MADE TO THE PRINCIPAL SPILLWAY (RISER OR BARREL) SHOULD BE
REVIEWED BY A PROFESSIONAL ENGINEER. VERTICAL TRENCHING TO EXPOSE THE BARREL
SHOULD NOT BE ALLOWED UNDER ANY CIRCUMSTANCES. THE TRENCH SIDE SLOPES
SHOULD BE STEPPED BACK AT A 2:1 SLOPE, MINIMUM.
PRINCIPLE MAINTENANCE AND SAFETY
AS MENTIONED PREVIOUSLY, TRASH RACKS AND DEBRIS CONTROL STRUCTURES SHOULD BE
SIZED TO PREVENT ENTRY BY CHILDREN. FENCING OR OTHER BARRIERS SHOULD BE
CONSIDERED AROUND SPILLWAY STRUCTURES HAVING OPEN OR ACCESSIBLE DROPS MORE
THAN 3 FEET. A LOCKING MANHOLE COVER ON THE RISER MAY ALSO BE PRUDENT TO
PREVENT UNAUTHORIZED ACCESS.
50 LF 24" HDPE INV = 0 702.0
f .:,
CONCRETE CRADLE TO ANTI -SEEP
COLLAR (APPROX 3 FT)
SEE DETAIL.
EARTHEN EMBANKMENT OPERATION AND MAINTENANCE
A THICK, HEALTHY GRASS COVER, FREE OF TREES AND BRUSH, SHOULD BE MAINTAINED ON
THE EMBANKMENT. SUCH A COVER WILL HELP STABILIZE THE SURFACES OF THE
EMBANKMENT AND WILL SIMPLIFY INSPECTIONS.
THE MAINTENANCE AND INSPECTION GUIDELINES PRESENTED BELOW ARE NOT
ALL-INCLUSIVE. SPECIFIC FACILITIES MAY REQUIRE OTHER MEASURES NOT DISCUSSED HERE.
IT IS THE DESIGNER'S RESPONSIBILITY TO DECIDE IF ADDITIONAL MEASURES ARE
NECESSARY.
1. THE EMBANKMENT SHOULD BE MOWED PERIODICALLY DURING THE GROWING SEASON,
ENSURING THAT THE LAST CUTTING OCCURS AT THE END OF THE SEASON. THE GRASS
SHOULD NOT BE CUT LESS THAN 6 TO 8 INCHES IN HEIGHT.
2. IF NECESSARY, THE EMBANKMENT SHOULD BE LIMED, FERTILIZED AND SEEDED IN THE
FALL, AFTER THE GROWING SEASON. LIME AND FERTILIZER APPLICATION RATES SHOULD BE
BASED ON SOIL TEST RESULTS. THE TYPE OF SEED SHOULD BE CONSISTENT WITH THAT
ORIGINALLY SPECIFIED ON THE CONSTRUCTION PLANS.
3. ALL EROSION GULLIES NOTED DURING THE GROWING SEASON SHOULD BE BACKFILLED WITH
TOPSOIL, RESEEDED AND PROTECTED (MULCHED) UNTIL VEGETATION IS ESTABLISHED.
4.ALL BARE AREAS AND PATHWAYS ON THE EMBANKMENT SHOULD BE PROPERLY SEEDED
AND PROTECTED (MULCHED) OR OTHERWISE STABILIZED TO ELIMINATE THE POTENTIAL FOR
EROSION.
TOP EL.=706.00
BASE
" X 2" ORIFICE
JV.=706.00
ILIN 12" WITH CONCRETE
ANCHOR STRUCTURE
-8" BASE
STORMWATER MANAGMENT POND
N.T.S.
1" X 2" REC. ORIFICE
HDPE (OUT)
PLAN DETAIL (TOP)
CONSTRUCTION NOTES:
1. REMEDIATION OF SINK HOLES AND ROCK FRACTURES (IF FOUND) SHALL BE IN
ACCORDANCE WITH VDOT SPECIFICATIONS.
2.A MINIMUM OF ONE FOOT OF FREEBOARD SHALL BE MAINTAINED BETWEEN THE 100 YR
WATER SURFACE ELEVATION AND THE TOP OF BERM.
MAINTENANCE NOTES:
THE SWIM FACILITIES ARE TO BE MAINTAINED BY THE PROPERTY OWNER. ROUTINE
MAINTENANCE SHALL INCLUDE BUT NOT BE LIMITED TO THE FOLLOWING:
THE SWIM FACILITY SHALL BE INSPECTED ON A SEMIANNUAL BASIS AND AFTER ANY STORM
WHICH CAUSES THE CAPACITY OF THE FACILITY TO BE EXCEEDED. ANY TRASH AND/OR
DEBRIS WITH IN THE FACILITY SHALL BE REMOVED AND PROPERLY DISPOSED OF. INSPECTION
REPORTS ARE TO BE MAINTAINED BY THE OWNER.
• THE SWIM FACILITY SHALL BE PERIODICALLY CLEANED OUT (EVERY 5-10 YEARS)
DEPENDING ON SEDIMENT LOADING, SO AS TO REESTABLISH THE ORIGINAL PROPOSED
CONTOURS AS SHOWN ON THE PLAN. ALL EXCAVATED AND/OR DREDGED MATERIAL SHALL BE
PLACED IN OPEN SPACE AS DESIGNATED BY THE OWNER. THE DISPOSAL AREA SHALL HAVE
APPROPRIATE E & S CONTROLS AND SHALL BE IMMEDIATELY SEEDED AND STABILIZED.
.5" X .5" ORIFICE
INV.=702.00
FILL IN 12" WITH CONCRETE
y.ti. TO ANCHOR STRUCTURE
702.00 , `-
BASE
1� STORMWATER MANAGMENT POND
\ N.T.S.
5. ALL ANIMAL BURROWS SHOULD BE BACKFILLED AND COMPACTED AND BURROWING ANIMALS
SHOULD BE REMOVED FROM THE AREA.
6. ALL TREES, WOODY VEGETATION AND OTHER DEEP-ROOTED GROWTH, INCLUDING STUMPS
AND ASSOCIATED ROOT SYSTEMS, SHOULD BE REMOVED FROM THE EMBANKMENT AND
ADJACENT AREAS EXTENDING TO AT LEAST 25 FEET BEYOND THE EMBANKMENT TOE AND
ABUTMENT CONTACTS. THE ROOT SYSTEMS SHOULD BE EXTRACTED AND THE EXCAVATED
VOLUME REPLACED AND COMPACTED WITH MATERIAL SIMILAR TO THE SURROUNDING AREA.
ALL SEEDLINGS SHOULD BE REMOVED AT THE FIRST OPPORTUNITY. SIMILARLY, ANY VINE
COVER AND BRUSH SHOULD BE REMOVED FROM THE EMBANKMENT TO ALLOW FOR
INSPECTIONS.
7. ANY REPAIRS MADE TO THE PRINCIPAL SPILLWAY (RISER OR BARREL) SHOULD BE
REVIEWED BY A PROFESSIONAL ENGINEER. VERTICAL TRENCHING TO EXPOSE THE BARREL
SHOULD NOT BE ALLOWED UNDER ANY CIRCUMSTANCES. THE TRENCH SIDE SLOPES
SHOULD BE STEPPED BACK AT A 2:1 SLOPE, MINIMUM.
PRINCIPLE MAINTENANCE AND SAFETY
AS MENTIONED PREVIOUSLY, TRASH RACKS AND DEBRIS CONTROL STRUCTURES SHOULD BE
SIZED TO PREVENT ENTRY BY CHILDREN. FENCING OR OTHER BARRIERS SHOULD BE
CONSIDERED AROUND SPILLWAY STRUCTURES HAVING OPEN OR ACCESSIBLE DROPS MORE
THAN 3 FEET. A LOCKING MANHOLE COVER ON THE RISER MAY ALSO BE PRUDENT TO
PREVENT UNAUTHORIZED ACCESS.
CONSTRUCTION NOTES
0.5" X 0.5" REC. ORIFICE
HDPE (OUT)
PLAN DETAIL (TOP)
1. REMEDIATION OF SINK HOLES AND ROCK FRACTURES (IF FOUND) SHALL BE IN
ACCORDANCE WITH VDOT SPECIFICATIONS.
2.A MINIMUM OF ONE FOOT OF FREEBOARD SHALL BE MAINTAINED BETWEEN THE 100 YR
WATER SURFACE ELEVATION AND THE TOP OF BERM.
MAINTENANCE NOTES:
THE SWIM FACILITIES ARE TO BE MAINTAINED BY THE PROPERTY OWNER. ROUTINE
MAINTENANCE SHALL INCLUDE BUT NOT BE LIMITED TO THE FOLLOWING:
• THE SWIM FACILITY SHALL BE INSPECTED ON A SEMIANNUAL BASIS AND AFTER ANY STORM
WHICH CAUSES THE CAPACITY OF THE FACILITY TO BE EXCEEDED. ANY TRASH AND/OR
DEBRIS WITH IN THE FACILITY SHALL BE REMOVED AND PROPERLY DISPOSED OF. INSPECTION
REPORTS ARE TO BE MAINTAINED BY THE OWNER.
• THE SWIM FACILITY SHALL BE PERIODICALLY CLEANED OUT (EVERY 5-10 YEARS)
DEPENDING ON SEDIMENT LOADING, SO AS TO REESTABLISH THE ORIGINAL PROPOSED
CONTOURS AS SHOWN ON THE PLAN. ALL EXCAVATED AND/OR DREDGED MATERIAL SHALL BE
PLACED IN OPEN SPACE AS DESIGNATED BY THE OWNER. THE DISPOSAL AREA SHALL HAVE
APPROPRIATE E & S CONTROLS AND SHALL BE IMMEDIATELY SEEDED AND STABILIZED.
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Tyler S. Austin
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Lie. No. 053674
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10/29/21
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PERMIT
REVIEW
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4' TOP WIDTH 0.5" X 0.5" REC. ORIFICE
TRASH RACK AND ANTI -VORTEX DEVICE FINISHED GRADE
10 FT EMERGENCY SIZE TO BE SPECIFIED BY SUPPLIER AFTER SETTLING TRASH RACK AND ANTI -VORTEX DEVICE
SPILLWAY: 693.00 EL. = 694.0 SIZE TO BE SPECIFIED BY SUPPLIER
FINISHED GRADE
ss4.00 - 1=III=III=III=III=11-
AFTER SETTLING EMERGENCY SPILLWAY - - - - - - - -
- - - INV.=693.0 - -I - - -I - - -I - D = 48"
6 TOP EL.=692.00 6 ORIFICE TOP EL.=692.00
-1 -III-III-III-III-III-III-III-III-III-III-III-III- 1
-III-111-
SEE BMP DETAIL FOR I I I I I I I I P; 25-YR WATER SURFACE ELEV 7 692.58
T ,jT jT - - 2 ANTI -SEEP COLLARS �ll
ANTI -SEEP COLLAR, I- - D = 48"
- I� I I I I III- 0.5 X o.5 ORIFICE
EMBANKMENT, AND = 239.07 CU. YD "WET" STORAGE (SEE DETAIL) �I� INV.=X 0.5"
8.00
EMERGENCY SPILLWAY - - WET/DRY ELEV FOR SED. BASIN 689.8���
DIMENSIONS '� II // 24" HDPE (OUT)
SEAL BMP ORIFICES WHILE 1 FILL IN 12" WITH CONCRETE
46 LF LI III=III= FUNCTIONING AS SEDIMENT BASIN
III- .-. •. T„F ';
--------------------- TO ANCHOR STRUCTURE
r 4" CLEANOUT ELEVATION: 688.80 46 LF 24" HDPE INV = 688.00
INV IN = 688.00 0.5" X 0.5" ORIFICE INV. = 688.00
-----ter--T 't _ "BASE PLAN DETAIL (TOP)
r.
BASE
T I I I -III -III -I
g CONCRETE CRADLE TO ANTI -SEEP `•" '
" § =' " BASE
FILL IN 12" WITH CONCRETE SEE DETAIL. STORMWATER MANAGMENT POND
COLLAR (APPROX 3 FT) r::.'i.:' '"'° ;
s SEDIMENT BASIN CALCULATIONS: SB-1 TO ANCHOR STRUCTURE N.T.S.
2
WET STORAGE REQUIRED: 67 CY X 3.5 AC. =234.5 CY EARTHEN EMBANKMENT OPERATION AND MAINTENANCE
AVAILABLE BASIN VOLUME: 239.07 CY AT ELEV. 689.8 FROM STAGE STORAGE CURVE 5. ALL ANIMAL BURROWS SHOULD BE BACKFILLED AND COMPACTED AND BURROWING ANIMALS
( ) A THICK, HEALTHY GRASS COVER, FREE OF TREES AND BRUSH, SHOULD BE MAINTAINED ON SHOULD BE REMOVED FROM THE AREA. CONSTRUCTION NOTES:
CLEANOUT VOLUME: 33 CY X 3.5 AC.: 115.5 CY AT ELEV. 688.80
DISTANCE FROM INVERT TO CLEANOUT: 1.0 FT 1 FT OR GREATER MIN. THE EMBANKMENT. SUCH A COVER WILL HELP STABILIZE THE SURFACES OF THE
( ) EMBANKMENT AND WILL SIMPLIFY INSPECTIONS. 6. ALL TREES, WOODY VEGETATION AND OTHER DEEP-ROOTED GROWTH, INCLUDING STUMPS 1. REMEDIATION OF SINK HOLES AND ROCK FRACTURES (IF FOUND) SHALL BE IN
DRY STORAGE REQUIRED: 67 CY X 3.5 AC. = 234.5 CY AND ASSOCIATED ROOT SYSTEMS, SHOULD BE REMOVED FROM THE EMBANKMENT AND ACCORDANCE WITH VDOT SPECIFICATIONS.
TOTAL AVAILABLE BASIN VOLUME AT CREST OF RISER: 616.96 CY AT ELEV. 692.00
THE MAINTENANCE AND INSPECTION GUIDELINES PRESENTED BELOW ARE NOT ADJACENT AREAS EXTENDING TO AT LEAST 25 FEET BEYOND THE EMBANKMENT TOE AND
DRY STORAGE AVAILABLE: 616.96 CY - 239.07 CY=377.89 CY ALL-INCLUSIVE. SPECIFIC FACILITIES MAY REQUIRE OTHER MEASURES NOT DISCUSSED HERE. ABUTMENT CONTACTS. THE ROOT SYSTEMS SHOULD BE EXTRACTED AND THE EXCAVATED 2. A MINIMUM OF ONE FOOT OF FREEBOARD SHALL BE MAINTAINED BETWEEN THE 100 YR
DIAMETER OF DEWATERING ORIFICE: 6 IN. ORIFICE W/ 8 IN. FLEXIBLE TUBING IT IS THE DESIGNER'S RESPONSIBILITY TO DECIDE IF ADDITIONAL MEASURES ARE VOLUME REPLACED AND COMPACTED WITH MATERIAL SIMILAR TO THE SURROUNDING AREA. WATER SURFACE ELEVATION AND THE TOP OF BERM.
BASIN SHAPE' L/We = 04 BAFFLES REQUIRED ALL SEEDLINGS SHOULD BE REMOVED AT THE FIRST OPPORTUNITY SIMILARLY ANY VINE
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• 1 NECESSARY.
RISER DIAMETER: 48 INCHES COVER AND BRUSH SHOULD BE REMOVED FROM THE EMBANKMENT TO ALLOW FOR MAINTENANCE NOTES:
BARREL: 24" HDPE AT 1.0% SLOPE, 46 LF 1. THE EMBANKMENT SHOULD BE MOWED PERIODICALLY DURING THE GROWING SEASON, INSPECTIONS. THE SWIM FACILITIES ARE TO BE MAINTAINED BY THE PROPERTY OWNER. ROUTINE
TRASH RACK AND ANTI -VORTEX DEVICE: DIAMETER = 72 IN., HEIGHT = 21 IN. ENSURING THAT THE LAST CUTTING OCCURS AT THE END OF THE SEASON. THE GRASS LTt1 Or
E SHOULD NOT BE CUT LESS THAN 6 TO 8 INCHES IN HEIGHT. 7. ANY REPAIRS MADE TO THE PRINCIPAL SPILLWAY (RISER OR BARREL) SHOULD BE MAINTENANCE SHALL INCLUDE BUT NOT BE LIMITED TO THE FOLLOWING: �a Ur
ANTI -SEEP COLLAR DESIGN REVIEWED BY A PROFESSIONAL ENGINEER. VERTICAL TRENCHING TO EXPOSE THE BARREL
• THE SWIM FACILITY SHALL BE INSPECTED ON A SEMIANNUAL BASIS AND AFTER ANY STORM
DEPTH OF WATER AT PRINCIPAL SPILLWAY CREST (Y) = 4.5 FT. 2. IF NECESSARY, THE EMBANKMENT SHOULD BE LIMED, FERTILIZED AND SEEDED IN THE SHOULD NOT BE ALLOWED UNDER ANY CIRCUMSTANCES. THE TRENCH SIDE SLOPES j f
FALL, AFTER THE GROWING SEASON. LIME AND FERTILIZER APPLICATION RATES SHOULD BE SHOULD BE STEPPED BACK AT A 2:1 SLOPE, MINIMUM. WHICH CAUSES THE CAPACITY OF THE FACILITY TO BE EXCEEDED. ANY TRASH AND/OR
SLOPE OF UPSTREAM FACE OF EMBANKMENT (Z) = 2:1 BASED ON SOIL TEST RESULTS. THE TYPE OF SEED SHOULD BE CONSISTENT WITH THAT DEBRIS WITH IN THE FACILITY SHALL BE REMOVED AND PROPERLY DISPOSED OF. INSPECTION Tyler S. Austin
p SLOPE OF PRINCIPAL SPILLWAY BARREL (SB) = 1.0% ORIGINALLY SPECIFIED ON THE CONSTRUCTION PLANS. PRINCIPLE MAINTENANCE AND SAFETY REPORTS ARE TO BE MAINTAINED BY THE OWNER. ro lie. No. 059874
LENGTH OF BARREL IN SATURATED ZONE 25 FT. o
W
a ANTI -SEEP COLLARS: 2 - 3.0' X 3.0' SEEP COLLARS AS SHOWN IN DETAIL 3. ALL EROSION GULLIES NOTED DURING THE GROWING SEASON SHOULD BE BACKFILLED WITH AS MENTIONED PREVIOUSLY, TRASH RACKS AND DEBRIS CONTROL STRUCTURES SHOULD BE THE SWIM FACILITY SHALL BE PERIODICALLY CLEANED OUT (EVERY 5-10 YEARS) �S O�2s�2�`��v
N TOPSOIL, RESEEDED AND PROTECTED (MULCHED) UNTIL VEGETATION IS ESTABLISHED. SIZED TO PREVENT ENTRY BY CHILDREN. FENCING OR OTHER BARRIERS SHOULD BE DEPENDING ON SEDIMENT LOADING, SO AS TO REESTABLISH THE ORIGINAL PROPOSED 01VAL
CONSIDERED AROUND SPILLWAY STRUCTURES HAVING OPEN OR ACCESSIBLE DROPS MORE CONTOURS AS SHOWN ON THE PLAN. ALL EXCAVATED AND/OR DREDGED MATERIAL SHALL BE
SB S TEMPORARY SEDIMENT BASIN 4. ALL BARE AREAS AND PATHWAYS ON THE EMBANKMENT SHOULD BE PROPERLY SEEDED THAN 3 FEET. A LOCKING MANHOLE COVER ON THE RISER MAY ALSO BE PRUDENT TO PLACED IN OPEN SPACE AS DESIGNATED BY THE OWNER. THE DISPOSAL AREA SHALL HAVE
N.T.S. SOURCE: VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK -PLATE 3.14 AND PROTECTED (MULCHED) OR OTHERWISE STABILIZED TO ELIMINATE THE POTENTIAL FOR PREVENT UNAUTHORIZED ACCESS. APPROPRIATE E & S CONTROLS AND SHALL BE IMMEDIATELY SEEDED AND STABILIZED. PERMIT
� EROSION.
4' TOP WIDTH 2" X 2" REC. ORIFICE REVIEW SET
TRH RACK AND ANTI -VORTEX DEVICE FINISHED GRADE
20 FT EMERGENCY SIZE TO BE SPECIFIED BY SUPPLIER AFTER SETTLING TRASH RACK AND ANTI -VORTEX DEVICE
SPILLWAY: 728.18 FINISHED GRADE EL. = 750.00 SIZE TO BE SPECIFIED BY SUPPLIER
730.00 - - - -
AFTER SETTLING EMERGENCY SPILLWAY
1=III=III=III=III=11 �� �' a �
INV.=718.18 1 _ = I �I ���_ = I �I D = 48" /', (� 0 o
TOP EL.=727.50 6" ORIFICE 2' TOP EL.=727.50 ti v
D PVC PIPE -1 I I, I I_I I ml I II I ICI I II I 2• _
-III=1 I=1 =1 =1 1=1y1 1=1 1=1 1=1 1=1 = 2
SEE BMP DETAIL FOR ITT TI �I � I � I - - _ 25-YR WATER SURFACE ELEV � 727.78 -III=III- TD
C/) U
ANTI -SEEP COLLAR,-11111=III=III= 2 ANTI -SEEP COLLARS
EMBANKMENT, AND �I��I I- - III -III -
EMERGENCY SPILLWAY -III =I = .` 578.96 CU. YD "WET" STORAGE (SEE DETAIL) TT=
2" X 2" ORIFICE
WET/DRY ELEV FOR SED. BASIN'7725.61 -1 � - INV.=724.00
DIMENSIONS =III=III=III
�I, ICI -III'' II=III = SEAL BMP ORIFICES WHILE (i24" HDPE (OUT) �F
I I - FUNCTIONING AS SEDIMENT BASINFILWITH a s tY
CONC
50 LF TOLANCHOR STRUCTURER�E > m
-----
4" HDPE ® 1V CLEANOUT ELEVATION: 724.E --
INV IN 724_00 50 LF 24' HDPE I INV = 724,00 2" X 2" ORIFICE INV. = 724.00 , .;+-.r,,---n.{;. •.: .. Y.: ..,". ..f. .. :. .,�• " BASE PLAN DETAIL (TOP) a
_,.
..-------------T.
BASE i i III III -III
CONCRETE CRADLE TO ANTI -SEEP BASE x
FILL IN 12" WITH CONCRETE COLLAR (APPROX 3 FT) 1r:': `'.-"- ":"'•::+ STORMWATER MANAGMENT POND �� o
SEDIMENT BASIN CALCULATIONS: SB-7 TO ANCHOR STRUCTURE SEE DETAIL. 6 N.T.S.
Z W a
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WET STORAGE REQUIRED: 67 CY X 8.59 AC.=575.53 CY EARTHEN EMBANKMENT OPERATION AND MAINTENANCE Uz a Z
AVAILABLE BASIN VOLUME: 578.96 CY AT ELEV. 725.61 (FROM STAGE STORAGE CURVE) 5. ALL ANIMAL BURROWS SHOULD BE BACKFILLED AND COMPACTED AND BURROWING ANIMALS CONSTRUCTION NOTES: `1 �aa 0
CLEANOUT VOLUME: 33 CY X 8.59 AC.: 283.47 CY AT ELEV. 724.6 A THICK, HEALTHY GRASS COVER, FREE OF TREES AND BRUSH, SHOULD BE MAINTAINED ON SHOULD BE REMOVED FROM THE AREA. z s' w
DISTANCE FROM INVERT TO CLEANOUT: 1.0 FT 1 FT OR GREATER MIN. THE EMBANKMENT. SUCH A COVER WILL HELP STABILIZE THE SURFACES OF THE L= o
( ) EMBANKMENT AND WILL SIMPLIFY INSPECTIONS. 6. ALL TREES, WOODY VEGETATION AND OTHER DEEP-ROOTED GROWTH, INCLUDING STUMPS 1. REMEDIATION OF SINK HOLES AND ROCK FRACTURES (IF FOUND) SHALL BE IN
TOTAL AVAILABLE BASIN VOLUME AT CREST ?_
DRY STORAGE REQUIRED: 67 CY X 8.5S T OF RISER: AC. = 575.53 CY AND ASSOCIATED ROOT SYSTEMS, SHOULD BE REMOVED FROM THE EMBANKMENT AND ACCORDANCE WITH VDOT SPECIFICATIONS.
9 CY AT ELEV. 727.5 THE MAINTENANCE AND INSPECTION GUIDELINES PRESENTED BELOW ARE NOT ADJACENT AREAS EXTENDING TO AT LEAST 25 FEET BEYOND THE EMBANKMENT TOE AND
LI
DRY STORAGE AVAILABLE: 1353.19 CY - 578.96 CY=774.274.23 CY ALL-INCLUSIVE. SPECIFIC FACILITIES MAY REQUIRE OTHER MEASURES NOT DISCUSSED HERE. ABUTMENT CONTACTS. THE ROOT SYSTEMS SHOULD BE EXTRACTED AND THE EXCAVATED 2. A MINIMUM OF ONE FOOT OF FREEBOARD SHALL BE MAINTAINED BETWEEN THE 100 YR
DIAMETER OF DEWATERING ORIFICE: 6 IN. ORIFICE W/ 8 IN. FLEXIBLE TUBING IT IS THE DESIGNER'S RESPONSIBILITY TO DECIDE IF ADDITIONAL MEASURES ARE VOLUME REPLACED AND COMPACTED WITH MATERIAL SIMILAR TO THE SURROUNDING AREA. WATER SURFACE ELEVATION AND THE TOP OF BERM.
BASIN SHAPE: L/We = 0.5, BAFFLES REQUIRED NECESSARY. ALL SEEDLINGS SHOULD BE REMOVED AT THE FIRST OPPORTUNITY. SIMILARLY, ANY VINE
RISER DIAMETER: 48 INCHES COVER AND BRUSH SHOULD BE REMOVED FROM THE EMBANKMENT TO ALLOW FOR MAINTENANCE NOTES:
BARREL: 24" HDPE AT 1% SLOPE, 50 LF 1. THE EMBANKMENT SHOULD BE MOWED PERIODICALLY DURING THE GROWING SEASON, INSPECTIONS. THE SWIM FACILITIES ARE TO BE MAINTAINED BY THE PROPERTY OWNER. ROUTINE
TRASH RACK AND ANTI -VORTEX DEVICE: DIAMETER = 72 IN., HEIGHT = 21" ENSURING THAT THE LAST CUTTING OCCURS AT THE END OF THE SEASON. THE GRASS o
SHOULD NOT BE CUT LESS THAN 6 TO 8 INCHES IN HEIGHT. 7. ANY REPAIRS MADE TO THE PRINCIPAL SPILLWAY (RISER OR BARREL) SHOULD BE MAINTENANCE SHALL INCLUDE BUT NOT BE LIMITED TO THE FOLLOWING: N
D ANTI -SEEP COLLAR DESIGN REVIEWED BY A PROFESSIONAL ENGINEER. VERTICAL TRENCHING TO EXPOSE THE BARREL \
2. IF NECESSARY, THE EMBANKMENT SHOULD BE LIMED, FERTILIZED AND SEEDED IN THE SHOULD NOT BE ALLOWED UNDER ANY CIRCUMSTANCES. THE TRENCH SIDE SLOPES THE SWIM FACILITY SHALL BE INSPECTED ON A SEMIANNUAL BASIS AND AFTER ANY STORM N
c DEPTH OF WATER AT PRINCIPAL SPILLWAY CREST (Y) = 4.18 FT. FALL, AFTER THE GROWING SEASON. LIME AND FERTILIZER APPLICATION RATES SHOULD BE SHOULD BE STEPPED BACK AT A 2:1 SLOPE, MINIMUM. WHICH CAUSES THE CAPACITY OF THE FACILITY TO BE EXCEEDED. ANY TRASH AND/OR \
m SLOPE OF UPSTREAM FACE OF EMBANKMENT (Z) = 2:1 BASED ON SOIL TEST RESULTS. THE TYPE OF SEED SHOULD BE CONSISTENT WITH THAT DEBRIS WITH IN THE FACILITY SHALL BE REMOVED AND PROPERLY DISPOSED OF. INSPECTION a- -
o SLOPE OF PRINCIPAL SPILLWAY BARREL (SB) = 1.00% ORIGINALLY SPECIFIED ON THE CONSTRUCTION PLANS. PRINCIPLE MAINTENANCE AND SAFETY REPORTS ARE TO BE MAINTAINED BY THE OWNER.
LENGTH OF BARREL IN SATURATED ZONE (LS) = 25 FT. OU �
a ANTI -SEEP COLLARS: 2 - 3' X 3' SEEP COLLARS AS SHOWN IN DETAIL 3. ALL EROSION GULLIES NOTED DURING THE GROWING SEASON SHOULD BE BACKFILLED WITH AS MENTIONED PREVIOUSLY, TRASH RACKS AND DEBRIS CONTROL STRUCTURES SHOULD BE THE SWIM FACILITY SHALL BE PERIODICALLY CLEANED OUT (EVERY 5-10 YEARS) I j U < 0
TOPSOIL, RESEEDED AND PROTECTED (MULCHED) UNTIL VEGETATION IS ESTABLISHED. SIZED TO PREVENT ENTRY BY CHILDREN. FENCING OR OTHER BARRIERS SHOULD BE DEPENDING ON SEDIMENT LOADING, SO AS TO REESTABLISH THE ORIGINAL PROPOSED __3 _
CONSIDERED AROUND SPILLWAY STRUCTURES HAVING OPEN OR ACCESSIBLE DROPS MORE CONTOURS AS SHOWN ON THE PLAN. ALL EXCAVATED AND/OR DREDGED MATERIAL SHALL BE O rn
co \ TEMPORARY SEDIMENT BASIN 4. ALL BARE AREAS AND PATHWAYS ON THE EMBANKMENT SHOULD BE PROPERLY SEEDED THAN 3 FEET. A LOCKING MANHOLE COVER ON THE RISER MAY ALSO BE PRUDENT TO PLACED IN OPEN SPACE AS DESIGNATED BY THE OWNER. THE DISPOSAL AREA SHALL HAVE O_ U m
o c u V N.T.S. SOURCE: VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK -PLATE 3.14 AND PROTECTED (MULCHED) OR OTHERWISE STABILIZED TO ELIMINATE THE POTENTIAL FOR PREVENT UNAUTHORIZED ACCESS. APPROPRIATE E & S CONTROLS AND SHALL BE IMMEDIATELY SEEDED AND STABILIZED. O_ LU a
n EROSION. W O
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C501
5
I20 FT EMERGENC
SPILLWAY: 715.33
FINISHED GRADE
716.00
AFTER SETTLING
SEE BMP DETAIL FOR
ANTI -SEEP COLLAR,
EMBANKMENT, AND
EMERGENCY SPILLWAY
DIMENSIONS
TRASH RACK AND ANTI -VORTEX DEVICE
SIZE TO BE SPECIFIED BY SUPPLIER
=713.33 6 ORIFICE
SLOTTED Pvc PIPE
1III 25-YR WATER SURFACE ELEV 7 71 1.00
I11� � 784.57 CU. YD "WET" STORAGE
-III.•. = WET/DRY ELEV FOR SED. BASINV711.00
y " �I�--,�I�I--III SEAL BMP ORIFICES WHILE
`' ' -1I m FUNCTIONING AS SEDIMENT BASIN
'E ® 17 CLEANOUT ELEVATION: 709.5
= 349_5
BASE
FILL IN 12" WITH CONCRETE
IMENT BASIN CALCULATIONS: SB-1 TO ANCHOR STRUCTURE
WET STORAGE REQUIRED: 67 CY X 11.71 AC.=784.57 CY
AVAILABLE BASIN VOLUME: 837.37 CY AT ELEV. 711.00 (FROM STAGE STORAGE CURVE)
CLEANOUT VOLUME: 33 CY X 11.71 AC.: 386.4 CY AT ELEV. 709.5
DISTANCE FROM INVERT TO CLEANOUT: 1.5 FT (1 FT OR GREATER MIN.)
DRY STORAGE REQUIRED: 67 CY X 11.71 AC. = 784.57 CY
TOTAL AVAILABLE BASIN VOLUME AT CREST OF RISER: 1769.33 CY AT ELEV. 713.33
DRY STORAGE AVAILABLE: 1769.33 CY - 837.37 CY=931.96 CY
DIAMETER OF DEWATERING ORIFICE: 6 IN. ORIFICE W/ 8 IN. FLEXIBLE TUBING
BASIN SHAPE: L/We = 1.4, BAFFLES REQUIRED
RISER DIAMETER: 60 INCHES
BARREL: 36" HDPE AT 1.0% SLOPE, 30 LF
TRASH RACK AND ANTI -VORTEX DEVICE: DIAMETER = 90 IN., HEIGHT = 29 IN.
ANTI -SEEP COLLAR DESIGN
DEPTH OF WATER AT PRINCIPAL SPILLWAY CREST (Y) = 5.33 FT.
SLOPE OF UPSTREAM FACE OF EMBANKMENT (Z) = 2:1
SLOPE OF PRINCIPAL SPILLWAY BARREL (Ss) = 1.0%
LENGTH OF BARREL IN SATURATED ZONE (LS) = 35 FT.
ANTI -SEEP COLLARS: 2 - 5.0' X 5.0' SEEP COLLARS AS SHOWN IN DETAIL
n7 TEMPORARY SEDIMENT BASIN
N.T.S. - SOURCE: VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK - PLATE 3.14
TRH RACK AND ANTI -VORTEX DEVICE
10 FT EMERGENCY SIZE TO BE SPECIFIED BY SUPPLIER
SPILLWAY: 709.00 FINISHED GRADE
710.00
AFTER SETTLING
-I III.77
11 '� .6" ORIFICE
===1�=� I I�1 I ID PVC PIPE
11-1 11-1 11-1 = 2:1 ,•
SEE BMP DETAIL FOR ~ I�TT1�1�1�1- - _ 25-YR WATER SURFACE ELEV Z708.21
ANTI -SEEP COLLAR,-11111=III=III=
EMBANKMENT, AND
EMERGENCY SPILLWAY .` 306.93 CU. YD "WET" STORAGE
` WET/DRY ELEV FOR SED. BASIN'7353.94
DIMENSIONS ; '1=111=1�1=1�1
SEAL BMP ORIFICES WHILE
I - FUNCTIONING AS SEDIMENT BASIN
50 LF _
4" HDPE ® 1% CLEANOUT ELEVATION: 704.6
INV IN = 704.001F
BASE
FILL IN 12" WITH CONCRETE
IMENT BASIN CALCULATIONS: SB-7 TO ANCHOR STRUCTURE
WET STORAGE REQUIRED: 67 CY X 4.58 AC.=306.86 CY
AVAILABLE BASIN VOLUME: 306.93 CY AT ELEV. 350.00 (FROM STAGE STORAGE CURVE)
CLEANOUT VOLUME: 33 CY X 4.58 AC.: 151.14 CY AT ELEV. 704.60
DISTANCE FROM INVERT TO CLEANOUT: 1.0 FT (1 FT OR GREATER MIN.)
DRY STORAGE REQUIRED: 67 CY X 4.58 AC. = 306.86 CY
TOTAL AVAILABLE BASIN VOLUME AT CREST OF RISER: 763.26 CY AT ELEV. 351.5
DRY STORAGE AVAILABLE: 763.26 CY - 306.93 CY=456.33 CY
DIAMETER OF DEWATERING ORIFICE: 6 IN. ORIFICE W/ 8 IN. FLEXIBLE TUBING
BASIN SHAPE: L/We = 1.4, BAFFLES REQUIRED
RISER DIAMETER: 48 INCHES
BARREL: 24" HDPE AT 1% SLOPE, 30 LF
TRASH RACK AND ANTI -VORTEX DEVICE: DIAMETER = 72 IN., HEIGHT = 21"
ANTI -SEEP COLLAR DESIGN
DEPTH OF WATER AT PRINCIPAL SPILLWAY CREST (Y) = 3.5 FT.
SLOPE OF UPSTREAM FACE OF EMBANKMENT (Z) = 2:1
SLOPE OF PRINCIPAL SPILLWAY BARREL (Ss) = 1.00%
LENGTH OF BARREL IN SATURATED ZONE (LS) = 25 FT.
ANTI -SEEP COLLARS: 2 - 3.5' X 3.5' SEEP COLLARS AS SHOWN IN DETAIL
nQ TEMPORARY SEDIMENT BASIN
N.T.S. - SOURCE: VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK - PLATE 3.14
4' TOP WIDTH
FINISHED GRADE
AFTER SETTLING TRASH RACK AND ANTI -VORTEX DEVICE
EL. = 716.00 SIZE TO BE SPECIFIED BY SUPPLIER
1" X 1.5" REC. ORIFICE
5" REC. ORIFICE
EMERGENCY SPILLWAY _-"'-"'-"'-"'-"'-"'-" _ T36-
5" INV.=715.33 off I� off I� FFff�ff - 5" X 15" ORFICE
2_LL �_�_E4� TOP EL.=713.33D = 48" INV.=708.00
1 I -I I ;I I� II IIIIIIII I2 ANTI -SEEP COLLARS(SEE DETAIL) ,;,il1" X 1.5" ORFICE
X 15" ORIFICE INV. = 711.81INV.=708.00HDPE (OUT)
1 T„F FILL IN 12" WITH CONCRETE
______ TO ANCHOR STRUCTURE
30 LF 36HDPE INV = 708.00 1" X 1.5" ORIFICE INV. = 708.00
"`.. _ BASE PLAN DETAIL (TOP)
------------- �.!T''.ari.• �k-• •," - '4.
u :. ; •.:. � ; ..:.>':..... I-� III -III- -
CONCRETE CRADLE TO ANTI -SEEP " "a . •1 §..' ;; :);' BASE
COLLAR (APPROX 3 FT) r::.:.." '"' STORMWATER MANAGMENT POND
SEE DETAIL. N.T.S.
EARTHEN EMBANKMENT OPERATION AND MAINTENANCE
A THICK, HEALTHY GRASS COVER, FREE OF TREES AND BRUSH, SHOULD BE MAINTAINED ON
THE EMBANKMENT. SUCH A COVER WILL HELP STABILIZE THE SURFACES OF THE
EMBANKMENT AND WILL SIMPLIFY INSPECTIONS.
THE MAINTENANCE AND INSPECTION GUIDELINES PRESENTED BELOW ARE NOT
ALL-INCLUSIVE. SPECIFIC FACILITIES MAY REQUIRE OTHER MEASURES NOT DISCUSSED HERE.
IT IS THE DESIGNER'S RESPONSIBILITY TO DECIDE IF ADDITIONAL MEASURES ARE
NECESSARY.
1. THE EMBANKMENT SHOULD BE MOWED PERIODICALLY DURING THE GROWING SEASON,
ENSURING THAT THE LAST CUTTING OCCURS AT THE END OF THE SEASON. THE GRASS
SHOULD NOT BE CUT LESS THAN 6 TO 8 INCHES IN HEIGHT.
2. IF NECESSARY, THE EMBANKMENT SHOULD BE LIMED, FERTILIZED AND SEEDED IN THE
FALL, AFTER THE GROWING SEASON. LIME AND FERTILIZER APPLICATION RATES SHOULD BE
BASED ON SOIL TEST RESULTS. THE TYPE OF SEED SHOULD BE CONSISTENT WITH THAT
ORIGINALLY SPECIFIED ON THE CONSTRUCTION PLANS.
3. ALL EROSION GULLIES NOTED DURING THE GROWING SEASON SHOULD BE BACKFILLED WITH
TOPSOIL, RESEEDED AND PROTECTED (MULCHED) UNTIL VEGETATION IS ESTABLISHED.
4.ALL BARE AREAS AND PATHWAYS ON THE EMBANKMENT SHOULD BE PROPERLY SEEDED
AND PROTECTED (MULCHED) OR OTHERWISE STABILIZED TO ELIMINATE THE POTENTIAL FOR
EROSION.
EMERGENCY SPILLWAY
1 4' TOP WIDTH
FINISHED GRADE
AFTER SETTLING
F1 = 710 nn
-11E�I=1I=1I=1I=1
2 ANTI -SEEP COLLARS
(SEE DETAIL) -III-III , I
3'
5.ALL ANIMAL BURROWS SHOULD BE BACKFILLED AND COMPACTED AND BURROWING ANIMALS
SHOULD BE REMOVED FROM THE AREA.
6. ALL TREES, WOODY VEGETATION AND OTHER DEEP-ROOTED GROWTH, INCLUDING STUMPS
AND ASSOCIATED ROOT SYSTEMS, SHOULD BE REMOVED FROM THE EMBANKMENT AND
ADJACENT AREAS EXTENDING TO AT LEAST 25 FEET BEYOND THE EMBANKMENT TOE AND
ABUTMENT CONTACTS. THE ROOT SYSTEMS SHOULD BE EXTRACTED AND THE EXCAVATED
VOLUME REPLACED AND COMPACTED WITH MATERIAL SIMILAR TO THE SURROUNDING AREA.
ALL SEEDLINGS SHOULD BE REMOVED AT THE FIRST OPPORTUNITY. SIMILARLY, ANY VINE
COVER AND BRUSH SHOULD BE REMOVED FROM THE EMBANKMENT TO ALLOW FOR
INSPECTIONS.
7. ANY REPAIRS MADE TO THE PRINCIPAL SPILLWAY (RISER OR BARREL) SHOULD BE
REVIEWED BY A PROFESSIONAL ENGINEER. VERTICAL TRENCHING TO EXPOSE THE BARREL
SHOULD NOT BE ALLOWED UNDER ANY CIRCUMSTANCES. THE TRENCH SIDE SLOPES
SHOULD BE STEPPED BACK AT A 2:1 SLOPE, MINIMUM.
PRINCIPLE MAINTENANCE AND SAFETY
AS MENTIONED PREVIOUSLY, TRASH RACKS AND DEBRIS CONTROL STRUCTURES SHOULD BE
SIZED TO PREVENT ENTRY BY CHILDREN. FENCING OR OTHER BARRIERS SHOULD BE
CONSIDERED AROUND SPILLWAY STRUCTURES HAVING OPEN OR ACCESSIBLE DROPS MORE
THAN 3 FEET. A LOCKING MANHOLE COVER ON THE RISER MAY ALSO BE PRUDENT TO
PREVENT UNAUTHORIZED ACCESS.
350 LF 24" HDPE INV = 704.00
------------- 4�t ..
LJ
CONCRETE CRADLE TO ANTI -SEEP
COLLAR (APPROX 3 FT)
SEE DETAIL.
EARTHEN EMBANKMENT OPERATION AND MAINTENANCE
A THICK, HEALTHY GRASS COVER, FREE OF TREES AND BRUSH, SHOULD BE MAINTAINED ON
THE EMBANKMENT. SUCH A COVER WILL HELP STABILIZE THE SURFACES OF THE
EMBANKMENT AND WILL SIMPLIFY INSPECTIONS.
THE MAINTENANCE AND INSPECTION GUIDELINES PRESENTED BELOW ARE NOT
ALL-INCLUSIVE. SPECIFIC FACILITIES MAY REQUIRE OTHER MEASURES NOT DISCUSSED HERE.
IT IS THE DESIGNER'S RESPONSIBILITY TO DECIDE IF ADDITIONAL MEASURES ARE
NECESSARY.
1. THE EMBANKMENT SHOULD BE MOWED PERIODICALLY DURING THE GROWING SEASON,
ENSURING THAT THE LAST CUTTING OCCURS AT THE END OF THE SEASON. THE GRASS
SHOULD NOT BE CUT LESS THAN 6 TO 8 INCHES IN HEIGHT.
2. IF NECESSARY, THE EMBANKMENT SHOULD BE LIMED, FERTILIZED AND SEEDED IN THE
FALL, AFTER THE GROWING SEASON. LIME AND FERTILIZER APPLICATION RATES SHOULD BE
BASED ON SOIL TEST RESULTS. THE TYPE OF SEED SHOULD BE CONSISTENT WITH THAT
ORIGINALLY SPECIFIED ON THE CONSTRUCTION PLANS.
3. ALL EROSION GULLIES NOTED DURING THE GROWING SEASON SHOULD BE BACKFILLED WITH
TOPSOIL, RESEEDED AND PROTECTED (MULCHED) UNTIL VEGETATION IS ESTABLISHED.
4.ALL BARE AREAS AND PATHWAYS ON THE EMBANKMENT SHOULD BE PROPERLY SEEDED
AND PROTECTED (MULCHED) OR OTHERWISE STABILIZED TO ELIMINATE THE POTENTIAL FOR
EROSION.
TOP EL.=707.52
1" X 1" ORIFICE INV. = 704.01
DRILLED IN REMOVABLE PVC CAP
" BASE
CONSTRUCTION NOTES:
1. REMEDIATION OF SINK HOLES AND ROCK FRACTURES (IF FOUND) SHALL BE IN
ACCORDANCE WITH VDOT SPECIFICATIONS.
2.A MINIMUM OF ONE FOOT OF FREEBOARD SHALL BE MAINTAINED BETWEEN THE 100 YR
WATER SURFACE ELEVATION AND THE TOP OF BERM.
MAINTENANCE NOTES:
THE SWM FACILITIES ARE TO BE MAINTAINED BY THE PROPERTY OWNER. ROUTINE
MAINTENANCE SHALL INCLUDE BUT NOT BE LIMITED TO THE FOLLOWING:
THE SWM FACILITY SHALL BE INSPECTED ON A SEMIANNUAL BASIS AND AFTER ANY STORM
WHICH CAUSES THE CAPACITY OF THE FACILITY TO BE EXCEEDED. ANY TRASH AND/OR
DEBRIS WITH IN THE FACILITY SHALL BE REMOVED AND PROPERLY DISPOSED OF. INSPECTION
REPORTS ARE TO BE MAINTAINED BY THE OWNER.
• THE SWM FACILITY SHALL BE PERIODICALLY CLEANED OUT (EVERY 5-10 YEARS)
DEPENDING ON SEDIMENT LOADING, SO AS TO REESTABLISH THE ORIGINAL PROPOSED
CONTOURS AS SHOWN ON THE PLAN. ALL EXCAVATED AND/OR DREDGED MATERIAL SHALL BE
PLACED IN OPEN SPACE AS DESIGNATED BY THE OWNER. THE DISPOSAL AREA SHALL HAVE
APPROPRIATE E & S CONTROLS AND SHALL BE IMMEDIATELY SEEDED AND STABILIZED.
1" X 1" ORFICE
INV.=704.00
ILL IN 12" WITH CONCRETE
D ANCHOR STRUCTURE
-8" BASE
STORMWATER MANAGMENT POND
5.ALL ANIMAL BURROWS SHOULD BE BACKFILLED AND COMPACTED AND BURROWING ANIMALS
SHOULD BE REMOVED FROM THE AREA.
6. ALL TREES, WOODY VEGETATION AND OTHER DEEP-ROOTED GROWTH, INCLUDING STUMPS
AND ASSOCIATED ROOT SYSTEMS, SHOULD BE REMOVED FROM THE EMBANKMENT AND
ADJACENT AREAS EXTENDING TO AT LEAST 25 FEET BEYOND THE EMBANKMENT TOE AND
ABUTMENT CONTACTS. THE ROOT SYSTEMS SHOULD BE EXTRACTED AND THE EXCAVATED
VOLUME REPLACED AND COMPACTED WITH MATERIAL SIMILAR TO THE SURROUNDING AREA.
ALL SEEDLINGS SHOULD BE REMOVED AT THE FIRST OPPORTUNITY. SIMILARLY, ANY VINE
COVER AND BRUSH SHOULD BE REMOVED FROM THE EMBANKMENT TO ALLOW FOR
INSPECTIONS.
7. ANY REPAIRS MADE TO THE PRINCIPAL SPILLWAY (RISER OR BARREL) SHOULD BE
REVIEWED BY A PROFESSIONAL ENGINEER. VERTICAL TRENCHING TO EXPOSE THE BARREL
SHOULD NOT BE ALLOWED UNDER ANY CIRCUMSTANCES. THE TRENCH SIDE SLOPES
SHOULD BE STEPPED BACK AT A 2:1 SLOPE, MINIMUM.
PRINCIPLE MAINTENANCE AND SAFETY
AS MENTIONED PREVIOUSLY, TRASH RACKS AND DEBRIS CONTROL STRUCTURES SHOULD BE
SIZED TO PREVENT ENTRY BY CHILDREN. FENCING OR OTHER BARRIERS SHOULD BE
CONSIDERED AROUND SPILLWAY STRUCTURES HAVING OPEN OR ACCESSIBLE DROPS MORE
THAN 3 FEET. A LOCKING MANHOLE COVER ON THE RISER MAY ALSO BE PRUDENT TO
PREVENT UNAUTHORIZED ACCESS.
N.T.S.
CONSTRUCTION NOTES
1" X 1" REC. ORIFICE
HDPE (OUT)
PLAN DETAIL (TOP)
1. REMEDIATION OF SINK HOLES AND ROCK FRACTURES (IF FOUND) SHALL BE IN
ACCORDANCE WITH VDOT SPECIFICATIONS.
2.A MINIMUM OF ONE FOOT OF FREEBOARD SHALL BE MAINTAINED BETWEEN THE 100 YR
WATER SURFACE ELEVATION AND THE TOP OF BERM.
MAINTENANCE NOTES:
THE SWM FACILITIES ARE TO BE MAINTAINED BY THE PROPERTY OWNER. ROUTINE
MAINTENANCE SHALL INCLUDE BUT NOT BE LIMITED TO THE FOLLOWING:
• THE SWM FACILITY SHALL BE INSPECTED ON A SEMIANNUAL BASIS AND AFTER ANY STORM
WHICH CAUSES THE CAPACITY OF THE FACILITY TO BE EXCEEDED. ANY TRASH AND/OR
DEBRIS WITH IN THE FACILITY SHALL BE REMOVED AND PROPERLY DISPOSED OF. INSPECTION
REPORTS ARE TO BE MAINTAINED BY THE OWNER.
• THE SWM FACILITY SHALL BE PERIODICALLY CLEANED OUT (EVERY 5-10 YEARS)
DEPENDING ON SEDIMENT LOADING, SO AS TO REESTABLISH THE ORIGINAL PROPOSED
CONTOURS AS SHOWN ON THE PLAN. ALL EXCAVATED AND/OR DREDGED MATERIAL SHALL BE
PLACED IN OPEN SPACE AS DESIGNATED BY THE OWNER. THE DISPOSAL AREA SHALL HAVE
APPROPRIATE E & S CONTROLS AND SHALL BE IMMEDIATELY SEEDED AND STABILIZED.
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TRASH RACK AND ANTI -VORTEX DEVICE
10 FT EMERGENCY SIZE TO BE SPECIFIED BY SUPPLIER
SPILLWAY: 719.00 FINISHED GRADE
720.00
AFTER SETTLING
6 ORIFICE
EMERGENCY SPILLWAY
INV.=719.00
4' TOP WIDTH
FINISHED GRADE
AFTER SETTLING
EL. = 720.00
1
SEE BMP DETAIL FOR - I� I I 1 I I 11 - 4 25-YR WATER SURFACE ELEV 7 718.18 2 ANTI -SEEP COLLARS -~ ll, ii ii
ANTI -SEEP COLLAR, SEE DETAIL
EMBANKMENT, AND Iq I " - -
EMERGENCY SPILLWAY -III - 547.22 CU. YD "WET" STORAGE ( )
DIMENSIONS = WET/DRY ELEV FOR SED. BASINV714.20 I~ 3'
" ,II=III - SEAL BMP ORIFICES WHILE
y r1
LL-- _ - FUNCTIONING AS SEDIMENT BASIN
40 LF
CLEANOUT ELEVATION: 713.1
INV IN 712.00 40 LF 36" HOPE I
BASE
FILL IN 12" WITH CONCRETE
IMENT BASIN CALCULATIONS: SB-1 TO ANCHOR STRUCTURE
WET STORAGE REQUIRED: 67 CY X 7.9 AC. =529.3 CY
AVAILABLE BASIN VOLUME: 547.2 CY AT ELEV. 714.2 (FROM STAGE STORAGE
CURVE)
CLEANOUT VOLUME: 33 CY X 7.9 AC.: 260.7 CY AT ELEV. 713.1
DISTANCE FROM INVERT TO CLEANOUT: 1.1 FT (1 FT OR GREATER MIN.)
DRY STORAGE REQUIRED: 67 CY X 7.9 AC. = 529.3 CY
TOTAL AVAILABLE BASIN VOLUME AT CREST OF RISER: 1646.87 CY AT ELEV.
717.58
DRY STORAGE AVAILABLE: 1646.87 CY - 547.2 CY=1099.67 CY
DIAMETER OF DEWATERING ORIFICE: 6 IN. ORIFICE W/ 8 IN. FLEXIBLE TUBING
BASIN SHAPE: L/We = 1.4, BAFFLES REQUIRED
RISER DIAMETER: 72 INCHES
BARREL: 36" HOPE AT 1.0% SLOPE, 40 LF
TRASH RACK AND ANTI -VORTEX DEVICE: DIAMETER = 102 IN., HEIGHT = 21
IN.
ANTI -SEEP COLLAR DESIGN
DEPTH OF WATER AT PRINCIPAL SPILLWAY CREST (Y) = 5.6 FT.
SLOPE OF UPSTREAM FACE OF EMBANKMENT (Z) = 2:1
SLOPE OF PRINCIPAL SPILLWAY BARREL (Ss) = 1.0%
LENGTH OF BARREL IN SATURATED ZONE (LS) = 35 FT.
ANTI -SEEP COLLARS: 2 - 3.5' X 3.5' SEEP COLLARS AS SHOWN IN DETAIL
TEMPORARY SEDIMENT BASIN
N.T.S. - SOURCE: VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK - PLATE 3.14
a
CONCRETE CRADLE TO ANTI -SEEP
COLLAR (APPROX 3 Fi)
SEE DETAIL.
EARTHEN EMBANKMENT OPERATION AND MAINTENANCE
A THICK, HEALTHY GRASS COVER, FREE OF TREES AND BRUSH, SHOULD BE MAINTAINED ON
THE EMBANKMENT. SUCH A COVER WILL HELP STABILIZE THE SURFACES OF THE
EMBANKMENT AND WILL SIMPLIFY INSPECTIONS.
THE MAINTENANCE AND INSPECTION GUIDELINES PRESENTED BELOW ARE NOT
ALL-INCLUSIVE. SPECIFIC FACILITIES MAY REQUIRE OTHER MEASURES NOT DISCUSSED HERE.
IT IS THE DESIGNER'S RESPONSIBILITY TO DECIDE IF ADDITIONAL MEASURES ARE
NECESSARY.
1. THE EMBANKMENT SHOULD BE MOWED PERIODICALLY DURING THE GROWING SEASON,
ENSURING THAT THE LAST CUTTING OCCURS AT THE END OF THE SEASON. THE GRASS
SHOULD NOT BE CUT LESS THAN 6 TO 8 INCHES IN HEIGHT.
2. IF NECESSARY, THE EMBANKMENT SHOULD BE LIMED, FERTILIZED AND SEEDED IN THE
FALL, AFTER THE GROWING SEASON. LIME AND FERTILIZER APPLICATION RATES SHOULD BE
BASED ON SOIL TEST RESULTS. THE TYPE OF SEED SHOULD BE CONSISTENT WITH THAT
ORIGINALLY SPECIFIED ON THE CONSTRUCTION PLANS.
3. ALL EROSION GULLIES NOTED DURING THE GROWING SEASON SHOULD BE BACKFILLED WITH
TOPSOIL, RESEEDED AND PROTECTED (MULCHED) UNTIL VEGETATION IS ESTABLISHED.
4.ALL BARE AREAS AND PATHWAYS ON THE EMBANKMENT SHOULD BE PROPERLY SEEDED
AND PROTECTED (MULCHED) OR OTHERWISE STABILIZED TO ELIMINATE THE POTENTIAL FOR
EROSION.
- 77,E
TRASH RACK AND ANTI -VORTEX DEVICE
SIZE TO BE SPECIFIED BY SUPPLIER
TOP EL.=717.58
BASE
= 712.00
5.ALL ANIMAL BURROWS SHOULD BE BACKFILLED AND COMPACTED AND BURROWING ANIMALS
SHOULD BE REMOVED FROM THE AREA.
6. ALL TREES, WOODY VEGETATION AND OTHER DEEP-ROOTED GROWTH, INCLUDING STUMPS
AND ASSOCIATED ROOT SYSTEMS, SHOULD BE REMOVED FROM THE EMBANKMENT AND
ADJACENT AREAS EXTENDING TO AT LEAST 25 FEET BEYOND THE EMBANKMENT TOE AND
ABUTMENT CONTACTS. THE ROOT SYSTEMS SHOULD BE EXTRACTED AND THE EXCAVATED
VOLUME REPLACED AND COMPACTED WITH MATERIAL SIMILAR TO THE SURROUNDING AREA.
ALL SEEDLINGS SHOULD BE REMOVED AT THE FIRST OPPORTUNITY. SIMILARLY, ANY VINE
COVER AND BRUSH SHOULD BE REMOVED FROM THE EMBANKMENT TO ALLOW FOR
INSPECTIONS.
7. ANY REPAIRS MADE TO THE PRINCIPAL SPILLWAY (RISER OR BARREL) SHOULD BE
REVIEWED BY A PROFESSIONAL ENGINEER. VERTICAL TRENCHING TO EXPOSE THE BARREL
SHOULD NOT BE ALLOWED UNDER ANY CIRCUMSTANCES. THE TRENCH SIDE SLOPES
SHOULD BE STEPPED BACK AT A 2:1 SLOPE, MINIMUM.
PRINCIPLE MAINTENANCE AND SAFETY
AS MENTIONED PREVIOUSLY, TRASH RACKS AND DEBRIS CONTROL STRUCTURES SHOULD BE
SIZED TO PREVENT ENTRY BY CHILDREN. FENCING OR OTHER BARRIERS SHOULD BE
CONSIDERED AROUND SPILLWAY STRUCTURES HAVING OPEN OR ACCESSIBLE DROPS MORE
THAN 3 FEET. A LOCKING MANHOLE COVER ON THE RISER MAY ALSO BE PRUDENT TO
PREVENT UNAUTHORIZED ACCESS.
1" X 1" ORFICE
INV.=712.00
LL IN 12" WITH CONCRETE
J ANCHOR STRUCTURE
-8" BASE
STORMWATER MANAGMENT POND
N.T.S.
CONSTRUCTION NOTES:
1" X 1" REC. ORIFICE
HOPE (OUT)
PLAN DETAIL (TOP)
1. REMEDIATION OF SINK HOLES AND ROCK FRACTURES (IF FOUND) SHALL BE IN
ACCORDANCE WITH VDOT SPECIFICATIONS.
2.A MINIMUM OF ONE FOOT OF FREEBOARD SHALL BE MAINTAINED BETWEEN THE 100 YR
WATER SURFACE ELEVATION AND THE TOP OF BERM.
MAINTENANCE NOTES:
THE SWM FACILITIES ARE TO BE MAINTAINED BY THE PROPERTY OWNER. ROUTINE
MAINTENANCE SHALL INCLUDE BUT NOT BE LIMITED TO THE FOLLOWING:
THE SWM FACILITY SHALL BE INSPECTED ON A SEMIANNUAL BASIS AND AFTER ANY STORM
WHICH CAUSES THE CAPACITY OF THE FACILITY TO BE EXCEEDED. ANY TRASH AND/OR
DEBRIS WITH IN THE FACILITY SHALL BE REMOVED AND PROPERLY DISPOSED OF. INSPECTION
REPORTS ARE TO BE MAINTAINED BY THE OWNER.
• THE SWM FACILITY SHALL BE PERIODICALLY CLEANED OUT (EVERY 5-10 YEARS)
DEPENDING ON SEDIMENT LOADING, SO AS TO REESTABLISH THE ORIGINAL PROPOSED
CONTOURS AS SHOWN ON THE PLAN. ALL EXCAVATED AND/OR DREDGED MATERIAL SHALL BE
PLACED IN OPEN SPACE AS DESIGNATED BY THE OWNER. THE DISPOSAL AREA SHALL HAVE
APPROPRIATE E & S CONTROLS AND SHALL BE IMMEDIATELY SEEDED AND STABILIZED.
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Tyler S. Austin
1�1
Lie. No. 059674
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10/29/21
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EARTHEN EMBANKMENT OPERATION AND MAINTENANCE
A THICK, HEALTHY GRASS COVER, FREE OF TREES AND BRUSH, SHOULD BE MAINTAINED ON
THE EMBANKMENT. SUCH A COVER WILL HELP STABILIZE THE SURFACES OF THE
EMBANKMENT AND WILL SIMPLIFY INSPECTIONS.
THE MAINTENANCE AND INSPECTION GUIDELINES PRESENTED BELOW ARE NOT
ALL—INCLUSIVE. SPECIFIC FACILITIES MAY REQUIRE OTHER MEASURES NOT DISCUSSED HERE.
IT IS THE DESIGNER'S RESPONSIBILITY TO DECIDE IF ADDITIONAL MEASURES ARE
NECESSARY.
1. THE EMBANKMENT SHOULD BE MOWED PERIODICALLY DURING THE GROWING SEASON,
ENSURING THAT THE LAST CUTTING OCCURS AT THE END OF THE SEASON. THE GRASS
SHOULD NOT BE CUT LESS THAN 6 TO 8 INCHES IN HEIGHT.
2. IF NECESSARY, THE EMBANKMENT SHOULD BE LIMED, FERTILIZED AND SEEDED IN THE
FALL, AFTER THE GROWING SEASON. LIME AND FERTILIZER APPLICATION RATES SHOULD BE
BASED ON SOIL TEST RESULTS. THE TYPE OF SEED SHOULD BE CONSISTENT WITH THAT
ORIGINALLY SPECIFIED ON THE CONSTRUCTION PLANS.
3. ALL EROSION GULLIES NOTED DURING THE GROWING SEASON SHOULD BE BACKFILLED WITH
TOPSOIL, RESEEDED AND PROTECTED (MULCHED) UNTIL VEGETATION IS ESTABLISHED.
4. ALL BARE AREAS AND PATHWAYS ON THE EMBANKMENT SHOULD BE PROPERLY SEEDED
AND PROTECTED (MULCHED) OR OTHERWISE STABILIZED TO ELIMINATE THE POTENTIAL FOR
EROSION.
5.ALL ANIMAL BURROWS SHOULD BE BACKFILLED AND COMPACTED AND BURROWING ANIMALS
SHOULD BE REMOVED FROM THE AREA.
6. ALL TREES, WOODY VEGETATION AND OTHER DEEP—ROOTED GROWTH, INCLUDING STUMPS
AND ASSOCIATED ROOT SYSTEMS, SHOULD BE REMOVED FROM THE EMBANKMENT AND
ADJACENT AREAS EXTENDING TO AT LEAST 25 FEET BEYOND THE EMBANKMENT TOE AND
ABUTMENT CONTACTS. THE ROOT SYSTEMS SHOULD BE EXTRACTED AND THE EXCAVATED
VOLUME REPLACED AND COMPACTED WITH MATERIAL SIMILAR TO THE SURROUNDING AREA.
ALL SEEDLINGS SHOULD BE REMOVED AT THE FIRST OPPORTUNITY. SIMILARLY, ANY VINE
COVER AND BRUSH SHOULD BE REMOVED FROM THE EMBANKMENT TO ALLOW FOR
INSPECTIONS.
7. ANY REPAIRS MADE TO THE PRINCIPAL SPILLWAY (RISER OR BARREL) SHOULD BE
REVIEWED BY A PROFESSIONAL ENGINEER. VERTICAL TRENCHING TO EXPOSE THE BARREL
SHOULD NOT BE ALLOWED UNDER ANY CIRCUMSTANCES. THE TRENCH SIDE SLOPES
SHOULD BE STEPPED BACK AT A 2:1 SLOPE, MINIMUM.
PRINCIPLE MAINTENANCE AND SAFETY
AS MENTIONED PREVIOUSLY, TRASH RACKS AND DEBRIS CONTROL STRUCTURES SHOULD BE
SIZED TO PREVENT ENTRY BY CHILDREN. FENCING OR OTHER BARRIERS SHOULD BE
CONSIDERED AROUND SPILLWAY STRUCTURES HAVING OPEN OR ACCESSIBLE DROPS MORE
THAN 3 FEET. A LOCKING MANHOLE COVER ON THE RISER MAY ALSO BE PRUDENT TO
PREVENT UNAUTHORIZED ACCESS.
CONSTRUCTION NOTES:
1. REMEDIATION OF SINK HOLES AND ROCK FRACTURES (IF FOUND) SHALL BE IN
ACCORDANCE WITH VDOT SPECIFICATIONS.
2.A MINIMUM OF TWO FOOT OF FREEBOARD SHALL BE MAINTAINED BETWEEN THE 100 YR
WATER SURFACE ELEVATION AND THE TOP OF BERM.
a
MAINTENANCE NOTES:
THE SWIM FACILITIES ARE TO BE MAINTAINED BY THE PROPERTY OWNER. ROUTINE
MAINTENANCE SHALL INCLUDE BUT NOT BE LIMITED TO THE FOLLOWING:
• THE SWIM FACILITY SHALL BE INSPECTED ON A SEMIANNUAL BASIS AND AFTER ANY STORM
WHICH CAUSES THE CAPACITY OF THE FACILITY TO BE EXCEEDED. ANY TRASH AND/OR
DEBRIS WITH IN THE FACILITY SHALL BE REMOVED AND PROPERLY DISPOSED OF. INSPECTION
REPORTS ARE TO BE MAINTAINED BY THE OWNER.
• THE SWIM FACILITY SHALL BE PERIODICALLY CLEANED OUT (EVERY 5-10 YEARS)
DEPENDING ON SEDIMENT LOADING, SO AS TO REESTABLISH THE ORIGINAL PROPOSED
CONTOURS AS SHOWN ON THE PLAN. ALL EXCAVATED AND/OR DREDGED MATERIAL SHALL BE A
PLACED IN OPEN SPACE AS DESIGNATED BY THE OWNER. THE DISPOSAL AREA SHALL HAVE
APPROPRIATE E & S CONTROLS AND SHALL BE IMMEDIATELY SEEDED AND STABILIZED.
PRINCIPAL SPILLWAY OPERATION AND MAINTENANCE
THIS SECTION PRESENTS GENERAL OPERATION, MAINTENANCE AND INSPECTION GUIDELINES FOR
PRINCIPAL SPILLWAYS AND COMPONENTS. HOWEVER, THESE GUIDELINES ARE NOT INTENDED TO
BE ALL—INCLUSIVE. SPECIFIC STRUCTURES MAY REQUIRE SPECIAL MEASURES NOT DISCUSSED
HERE. THE ENGINEER IS RESPONSIBLE FOR DETERMINING WHAT, IF ANY, ADDITIONAL ITEMS
ARE NECESSARY.
1. SPILLWAY STRUCTURES SHOULD BE CLEARED OF DEBRIS PERIODICALLY AND AFTER ANY
SIGNIFICANT RAINFALL EVENT WHERE INSPECTION REVEALS A SIGNIFICANT BLOCKAGE.
2. DURING LOW WATER CONDITIONS, CONCRETE SPILLWAY STRUCTURES SHOULD BE INSPECTED
TO DECIDE IF WATER IS PASSING THROUGH ANY JOINTS OR OTHER STRUCTURE CONTACTS
AND TO IDENTIFY ANY CRACKS, SPALLING, BROKEN OR LOOSE SECTIONS. ANY CRACKED,
SPALLED, BROKEN OR LOOSE SECTIONS SHOULD BE CLEANED AND REFILLED WITH AN
APPROPRIATE CONCRETE PATCHING MATERIAL. A PROFESSIONAL ENGINEER SHOULD BE
CONSULTED TO REPAIR EXTENSIVE LEAKAGE, SPALLS OR FRACTURES.
3. OUTLET PROTECTION (STILLING BASINS) AND DISCHARGE CHANNELS SHOULD BE CLEARED
OF BRUSH AT LEAST ONCE PER YEAR.
4. TRASH RACKS AND LOCKING MECHANISMS SHOULD BE INSPECTED AND TESTED
PERIODICALLY TO MAKE SURE THEY ARE INTACT AND OPERATIVE.
5. ALL SLUICE GATES (OR OTHER TYPES OF GATES OR VALVES USED TO DRAIN AN
IMPOUNDMENT) SHOULD BE OPERATED PERIODICALLY TO INSURE PROPER FUNCTION. THE
GATE AND STEM SHOULD BE PERIODICALLY LUBRICATED AND ALL EXPOSED METAL SHOULD
BE PAINTED TO PROTECT IT FROM CORROSION.
6. ANY REPAIRS MADE TO THE PRINCIPAL SPILLWAY (RISER OR BARREL) SHOULD BE
REVIEWED BY A PROFESSIONAL ENGINEER. VERTICAL TRENCHING TO EXPOSE THE BARREL
SHOULD NOT BE ALLOWED UNDER ANY CIRCUMSTANCES. THE TRENCH SIDE SLOPES
SHOULD BE STEPPED BACK AT A 2:1 SLOPE, MINIMUM.
0
CONCRETE WEIR OUTLET DETAIL
VARIES
Chi
0
ORIFICE
POND 3 - WEIR WALL
ORIFICE
POND 4 - WEIR WALL
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WEIR WALL SIDE VIEW
NOT TO SCALE
aim
WEIR ELEVATIONS TABLE
POND
NAME
A
B
C
D
H
STORM EVENT ELEV.
ORF EL
ORF SIZE
2 YR
10 YR
100 YR
POND 2
755.00'
752.20'
751.55'
749.00'
1" H X 1" W
3.45
751.89'
752.48'
752.98'
POND 4
716.00'
713.75'
712.50'
710.00'
0.5" H X 1" W
3.50
334.90
335.70
336.95
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;aa; 'az1S deidl6 OSP
IPE OUTLET TO FLAT
REA WITH NO DEFINED
HANNEL
L a
d
SECTION A —A FILTER CLOTH KEY IN 6"-9"; RECOMMENDED FOR ENTIRE PERIMETER
PI
I
3do (MIN.)
'IPE OUTLET TO WELL
)EFINED CHANNEL
I
d
SECTION A —A
FILTER CLOTH KEY IN 6"-9"; RECOMMENDED FOR ENTIRE PERIMETER
NOTES: 1. 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.
Va. DSWC Plate 3.16-1
OUTLET PROTECTION
N.T.S.
6' MAX -
-1.3 A-1.3-A4a
OAK/HARDWOOD
STAKES
LL
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Source: USDA-SCS
AQF SMARTFENCE 36
LET'S GET IT DONE FOR ADDITIONAL INFORMATION PLEASE CONTACT: ACF ENVIRONMENTAL, 800-448-3636, WWW.ACFENVIRONMENTAL.COM
SILT FENCE - WITHOUT WIRE SUPPORT
N.T.S. - SOURCE: VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK - PLATE 3.05-2
Plate 3.18-4
TEMPORARY RIGHT-OF-WAY
DIVERSIONS
VDOT #1
COARSE AGGREGATE S6" M114•
6' MINIMUM
TYPICAL GRAVEL STRUCTURE
COMPACTED SOIL
le, MIN•
6' MINIMUM
TYPICAL EARTHEN STRUCTURE
Source: Va. SWCC Plate 3.11-1
TFMPORORY RTGHT-nF-WAY DTVFRSTON
GROUND
SCALE: NOT TO SCALE
70' MIN.
A
FILTER CLOTH � 6" MIN. I A I
SIDE ELEVATION
B
70' MIN.
10'
12' MIN
r� POSITNE DRAINAGE
L VDOT #1 I
COURSE AGGREGATE B TO SEDIMENT
TRAPPING DEVICE
+ MUST EXTEND FULL WIDTH 6" MIN. DEPTH #1 COARSE
OF INGRESS AND EGRESS AGGREGATE, WITH MIN. 10' CLOSEST
OPERATION TO ROADWAY CAPPED WITH 4" MIN.
DEPTH #68 OR #78 AGGREGATE
PLAN VIEW
1-- -,,, SECTION A -A
REa,.�unu�,, wn�nu� unnm an�c
SECTION B-B
EXISTING
PAVEMENT
5:1
MOUNTABLE BERM
(OPTIONAL)
T
10' MIN.
I
EXISTING
PAVEMENT
1
10' MIN.
TEMPORORY STONE CONSTRUCTION ENTRANCE
N.T.S. - SOURCE: VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK -PLATE 3.02-1
nnunenrrn 11.
4.5' min.
TEMPORARY DIVERSION DIKE
N.T.S. - SOURCE: VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK -PLATE 3.09-1
SOURCE: VA. DSWC PLATE. 3.20-1
SPACING BETWEEN CHECK DAMS
SOURCE: VA. DSWC
CD
L = THE DISTANCE SUCH THAT POINTS
A AND B ARE OF EQUAL ELEVATION
PLATE. 3.20-2
ROCK CHECK DAM
N.T.S. - SOURCE: VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK -PLATE 3.20
m
ON
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TABLE 3.31-B
ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS
"QUICK REFERENCE FOR ALL REGIONS"
Rate
Planting Dates Species lbs. acre
Sept. 1 - Feb. 15 50/50 Mix of
Annual Ryegrass
(Lolium multi-florum)
& 50 - 100
Cereal (Winter) Rye
(Secale cereale)
Feb. 16. - Apr. 30 Annual Ryegrass 60 - 100
(Lolium multi-florum)
May 1 - Aug 31 German Millet 50
(Setaria italica)
Source: Va. DSWC
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EXAMPLE PLAN VIEWS OF
INFLOW
BAFFLE LOCATIONS IN
SEDIMENT BA SINS
D/2 D NO SCALE
NORMAL POOL
NORMAL POOL
NORMAL POOL
RISER
LD/2 L
D �n BAFFLE
\
\
RISER
BAFFLE \ \
i
\ 1 \ \ � L2
INFLOW
SHEETS OF 4' X 8' X 1/2" EXTERIOR
PLYWOOD OR EQUIVALENT
X2 D **
0
L = TOTAL DISTANCE FROM
THE POINT OF INFLOW
AROUND THE BAFFLE TO
THE RISER.
RISER
INFLOW
L = L1 + L2
6"
RISER CREST ELEVATION
POSTS MIN. SIZE 4" SQUARE
OR 5" ROUND. SET AT
LEAST 3' INTO THE GROUND.
SEDIMENT BASIN BAFFLE
N.T.S. - SOURCE: VA. STORMWATER MANAGEMENT HANDBOOK - FIG. 3.14-6
n
T
D
d
\ v Y2 (D+2T)
v
v
d
3000 PSI CONCRETE
* BUT NOT LESS THAN 6"
**IF THE PIPE IS LAID IN AN EXCAVATED TRENCH,
THEN THE SIDE WALLS MAY CONFORM TO THE
TRENCH SHAPE (i.e., THE TRENCH MAY BECOME
THE CRADLE FORM).
SOIL OR ROCK
Y4 D*
CONCRETE CRADLE DETAIL
N.T.S. - SOURCE: VA. STORMWATER MANAGEMENT HANDBOOK - FIG. 3.02-4
4' MIN:
HOMOGENEOUS FILL
CUT OFF TRENCH - 4'
BELOW SUITABLE
MATERIAL
TYPICAL HOMOGENEOUS EMBANKMENT
N.T.S. - SOURCE: VA. STORMWATER MANAGEMENT HANDBOOK - FIG. 3.01.1a
CONCRETE
SHALL BE 3000
PSI CONCRETE 7A]
W
0
v
8,9 d
O
\ v
v
d d
d
\ a
USE SIDE WALL AND n
BOTTOM OF TRENCH
AS FORM
Y4" STEEL PLATE
12„
#4 REBAR 12"
O.C. EA. WAY
FRONT AND
BACK
SECTION A -A
" 0 STAINLESS STEE
BOLT, TYP.
BMP ORIFICE
PLATE:
PROPOSED EW-1
BMP OUTLET PIPE -
SEE PIPE TABLE FOR
PIPE SIZE
NOTES:
1. MIN. CLEARANCE BETWEEN REBAR AND OUTSIDE
FACE OF COLLAR SHALL BE 3".
2. DIMENSIONS ARE DESIGN SPECIFIC ACCORDING
TO THE TABLE BELOW. NUMBER OF COLLARS
AND SPACING SHALL BE IN ACCORDANCE WITH
BMP DETAIL.
3. COMPACT OVER -EXCAVATION TO 95% DENSITY
PER ASTM D-698
4. COLLARS SHALL BE PLACED A MINIMUM OF 2'
FROM PIPE JOINTS UNLESS FLANGED PIPE
JOINTS ARE USED
BARREL DIA., D (IN) W (FT)
ANTI -SEEP COLLAR DETAIL
N.T.S. - SOURCE: VA. STORMWATER MANAGEMENT HANDBOOK - FIG. 3.02-2
GALVANIZED STEEL GRATING
MINIMUM THICKNESS = Y4"
a WELDED TO STEEL PLATE
I
14-
L4'
d f
SIDE VIEW
1. STEEL FRAME SHALL BE FIXED TO FIT THE EW-1 WITH NO GAP
EXCEEDING %" BETWEEN CONCRETE AND TRASH RACK. ASPHALT
SEALANT SHALL BE APPLIED BETWEEN CONCRETE AND FRAME.
2. OPENINGS IN GRATINGS SHALL BE APPROXIMATELY Y2 THE DIAMETER
OF THE BMP ORIFICE.
3. INSTALL OPTIONAL HINGED GATE WITH A LOCKING MECHANISM ON
FRONT FACE OF CAGE FOR EASIER MAINTENANCE.
4. ALTERNATIVE DESIGNS MAY BE SUBMITTED TO THE ENGINEER FOR
APPROVAL.
\ RMD IA/!)X/ n[)TCTrC: TDACLJ DArV
N.T.S.
MINIMUM TOP WIDTH (W)
REQUIRED FOR SEDIMENT
ON
ACCORDING TO HEIGHT OF
EMBANKMENT (FEET)
H HO
W
1.5 0.5
2.0
2.0 1.0
2.0
2.5 1.5
2.5
3.0 2.0
2.5
3.5 2.5
3.0
4.0 3.0
3.0
4.5 3.5
4.0
5.0 4.0
4.5
ORIGINAL
GROUND
ELEV.
SEDIMENT TRAP BERM WIDTH
N.T.S. - SOURCE: VA. STORMWATER MANAGEMENT HANDBOOK - FIG. 3.13-1
TEMPORARY SEDIMENT TRAP
*
1
ORIGINAL VARIABLE
GROUND
ELEV.
1.0'
67 CU. YD./ACRE
\ N VARIABLE
N �
67 CU. YD./ACRE \
4' MAX.
(EXCAVATED)
FILTER CLOTH ORIGINAL
GROUND
ELEV.
**
*SEE PLATE 3.13-1 COARSE AGGREGATE CLASS I RIPRAP
CROSS SECTION OF OUTLET
CLASS I RIPRAP
LENGTH (IN FEET) _
6 X DRAINAGE AREA
(IN AC.)
DIVERSION
DIKE
COARSE AGGREGATE /\ /
EXCAVATED / AREA / FILTER CLOTH
**
COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5
OUTLET (PERSPECTIVE VIEW)
TEMPORARY SEDIMENT TRAP DESIGN
Sediment
Total
Embankment
Total
Wet
Dry
Cleanout
OutletMinimum
Dry
Wet
Cleanout
Trap
Drainage Area
Height
Volume
Volume
Volume
Volume
Length
To Width
p
Elevation
Elevation
Elevation
Req'd
Req'd
Req'd
Req'd
ST-2
2.21
6
296.14
148.07
148.07
74.035
13.26
4.5 ft
752.29
750.98
750.16
ST-4
2.23
6
298.82
149.41
149.41
74.705
13.38
4.5 ft
712.81
711.52
710.84
TEMPORARY SEDIMENT TRAP DETAIL
N.T.S. - SOURCE: VA. STORMWATER MANAGEMENT HANDBOOK - FIG. 3.13-2
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(0.06 ac within 50' waterside)
0.06 AC disturbed
(0.03 ac within 50' waterside)
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:fie•:/ 1 ::f f:, � \ . ( / Ji��;�;:r��%'j: .�:-�-�-:�;;:�����r;:�:�:... , - } �-. 1 � r
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DISTURBANCE WITHIN WPO /
BUFFER ASSOCIATED WITH y
EXISTING ROAD WORK. NO / 1 r
MITIGATION PROPOSED. �r
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Chquer 5.1- BufferEstablahmeni. Replacement and Restoration
filtering non -point source pollution from runoff. ThcircIb , the table
reflects replacement values that will begin to achieve equivalent
hinc citing.
RLSTdR\rto.%
Rcstorali on will occur when large amounts of vegetation
have been removed illegally or, as part of shoreline erosion control
protects, as mentioned above. Restoration may also occur when.
for woodlot mmwgcment purposes, the majority (5(la/e or groaned
of the existing vegetation has been removed because of damage by
insects. disease or other factors important to the health of the buffer.
Restoration may also be necessary when fifty percent or
more of the vegetation in a woodlot is invasive material that has out -
competed or over -nun the existing native trees and shrubs. If the
invasivcs cannot be removed by hand. leaving healthy woody
vcgetation in place, and complete removal of all vegetation is
A. '/. acre or less of buffer
(Up to 10,890 square feet or less of buffer area)
For every 400 square -foot unit (20'x20') or fraction thereof, plant:
one (1) canopy tree @ 1' <" -'" caliper or large evergreen @ 6'
two f2) undcrstory trees (a; ? : ' - I ': ' " caliper or evergreen Cia 4'
or one (1) undcrstory tree and taiv (2) large shrubs @ 3'4•
there (3) small shrubs or woody groundcover (a 15" - 18"
Example:
A 100-foot wide lot x 100-foot. wide buffer is 10,000 square feet_
Divide by 400 square fed (20'x20' unit) to get:
25 traits
Units x
25 units x
I canopy tree
2 undemory trees
3 small shrubs
Riparian Buffers Guidance Manual
PaRe - 4:
Greater than '/. acre of buffer
More than 10,890 square feet
Numberof'plants
75 spy trees
50 tunderstory trees
75 small shrubs
150 plants
Chaplet LI - Bgt r Establishment Replacement and Resioranon
A. Plant at the same rate as for' 4 acre or less.
B. The waterside 5 t`%u of he bufkri from the waterline inland for the first 50 fect1:
For every 400 squarr-foot unit (20'x20' ) or fraction themof plant:
one 11) canopy tree (a, 1'A" - 2" caliper or large evergreen (ii, 6'
two (2) understory trees fir W - 1 '/_" caliper or evergreen (g 4'
or one (1) undcrstory tree and ti co (2) large shrubs Cd: 3'-1'
three (3) small shrubs or woody groundcover (a 15" - 19"
AM
The landward 50016 of buffer ( from 50 feet inkind to I W feet inland):
either plant
Barr root seedlings or whips at I ? 10 stcros per acre' , approximately 6'x6' on
center ( Minimum survival required after two growing sessorc: 600 plants )
Or
Container grown seedling tubes at 7W per acre approximately 8'x 8' on center
(Minimum survival required after two growing seasons: 490 plants)
C. If the applicant is willing to enter into a free year maintenance and performance guarantee
I W/o of buffer planted with
Barc root seedlings or whips at 1 210 per acre, approximately 6'x 6' on center (Minimum
survival required after two growing seasons: 6(1(l plants)
or
Container grown seedling tubes at 700 per acre approximately 8'x 8' on center(Mmimum
survival regwred affertwo growmg seasons: 490 plants)
1 acre or more of buffer
With an evaluation from an arborist or forester or other professional. natural regeneration
may be an acceptable method of buffer establishment. however, a forestry management plan must
be in place prior to any vegetation being removed, A minimum of 35 feet next to the water trust be
Ictl in forest and protected prior to any vcgctatian being removed. (f over 20 percent of the
vegetation must be removed for the health of the woodlot. within the 35 feet closest to the shore-
line. vegetation must be reestablished by seedling plantings at the rates above.
' Patone. Roxanne S., and AI Todd. C'hnapeake Bar nparran handbook- .I gzade for esiablishing and
matmaintngripanan forestbuffers. May 1977. p. 7-20.
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Tyler S. Austin
1�1 lie. No. 053674
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10/29/21
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ONAL
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Riparian Buffers Guidance Manual C 5 0 8
Page - 95
�I/�/�//��/IIi10
i�
���/�/♦ �i♦ ��IF
NNW DA-3 PRE
orrzg
102,917.68 SF
2.36 AC Fri
0101
or,
1 I/ ENERGY BALANCE EQUATION.
8.81 AC
DA-2 PRE ✓ /
r l �DA-15 ` r % 136,045.26 SF \� Y f l f ✓/ /� /1 - EVALUATION POINT #4 - MEETS CHANNEL PROTECTION, IN ACCORDANCE WITH
I 5 114,983.36 SF 3.12 AC % f f., r f METHODOLOGY ESTABLISHED IN 9VAC25-870-66 B-1A BY UTILIZING THE
f \ ` 2.64 AC DETENTION FROM SWM-4 TO RELEASE FLOWS AT A RATE THAT SATISFIES THE
POINT #1 ENERGY BALANCE EQUATION.
\� \ \ �\ l J �� r✓ 1 `� ✓\ r / { \ - ' - EVALUATION POINT #5 - MEETS CHANNEL PROTECTION, IN ACCORDANCE WITH
\ \\� \ N j ✓ 3 �� METHODOLOGY ESTABLISHED IN 9VAC25-870-66 B-1A BY UTILIZING THE
DETENTION FROM SWM-5 TO RELEASE FLOWS AT A RATE THAT SATISFIES THE
j 3 \ 4 t ENERGY BALANCE EQUATION.
DA-6 PRE
405,274.59 SF �' / fY `- / `� \ l^ \ ` \ EVALUATION POINT #6 - MEETS CHANNEL PROTECTION, IN ACCORDANCE WITH
9.30 AC METHODOLOGY ESTABLISHED IN 9VAC25-870-66 B-1A BY UTILIZING THE
~ t u M \ DETENTION FROM SWM-6 TO RELEASE FLOWS AT A RATE THAT SATISFIES THE
ENERGY BALANCE EQUATION.
/( / f f S 3 / EVALUATION POINT #7 - MEETS CHANNEL PROTECTION, IN ACCORDANCE WITH
EVAL. \ ^ �� / / I / f k ` \ ( 1 METHODOLOGY ESTABLISHED IN 9VAC25-870-66 B-1A BY UTILIZING THE
POINT #5 DETENTION FROM SWM-7 TO RELEASE FLOWS AT A RATE THAT SATISFIES THE
ENERGY BALANCE EQUATION.
%
f / i POINT #6 1
j v �� / % / i f / j Q f r J EVALUATION POINT #8 - MEETS CHANNEL PROTECTION, IN ACCORDANCE WITH
r �Ar f METHODOLOGY ESTABLISHED IN 9VAC25-870-66 B-1A BY UTILIZING THE
DETENTION
�rS SSATISFIESNURELEASE FLOWS AT A RATE THAT
EVALTHE ENERGY BALANCE EQUATION.
I / POI�NTLJ f / f f n ✓
/ EVALUATION POINT #9 - MEETS CHANNEL PROTECTION, IN ACCORDANCE WITH
h� f /� / t 6 j ` l f / / / METHODOLOGY ESTABLISHED IN 9VAC25-870-66 B-1A BY UTILIZING THE
�� r r �, l / t 1 r' y , / ` ( DETENTION FROM SWM-9 TO RELEASE FLOWS AT A RATE THAT SATISFIES THE
{ / / % / ENERGY BALANCE EQUATION.
J f / / FLOOD PROTECTION:
r � f � � ( 1 � � EVALUATION POINT #1 - MEETS FLOOD PROTECTION, IN ACCORDANCE WITH
METHODOLOGY ESTABLISHED IN 9VAC25-870-66 C-2B BY RELEASING
1�, POST -DEVELOPMENT FLOWS AT LESS THAN PRE -DEVELOPMENT FLOWS FOR
r - r // THE 10-YR 24-HR STORM.
300,977.54ESF ^ EVALUATION POINT #2 - MEETS FLOODPROTECTION, IN ACCORDANCE WITH
� r 6.91 AC I 1 (� / G o METHODOLOGY ESTABLISHED IN 9VAC25- 870 66 C 2B BY RELEASING
1 I rr l POST -DEVELOPMENT FLOWS AT LESS THAN PRE -DEVELOPMENT FLOWS FOR
THE 10-YR 24-HR STORM.
EVALUATION POINT 3 - MEETS FLOOD PROTECTION, IN ACCORDANCE WITH
METHODOLOGY ESTABLISHED IN 9VAC25-870-66 C-2B BY RELEASING
l / / f / / f r�� �" -^ �' f / / -✓ f r r / / J l S y ` Q �� POST -DEVELOPMENT FLOWS AT LESS THAN PRE -DEVELOPMENT FLOWS FOR
1 / l ` / / r ! / J / I �✓ / / THE 10-YR 24-HR STORM.
EVALUATION POINT #4 - MEETS FLOOD PROTECTION, IN ACCORDANCE WITH
} ) I tell, J S \ l 1 r - -� / f f f 1 �� j ! 4 ( METHODOLSING
POST- DEVELOPMENT FLOWS AT LESSY ESTABLISHED IN THANOPRE-DEVELOPMENT FLOWS FOR
l J THE 10-YR 24-HR STORM.
EVALUATION POINT #5 - MEETS FLOOD PROTECTION, IN ACCORDANCE WITH
DA-8 PRE 1 ✓ / / I METHODOLOGY ESTABLISHED IN 9VAC25 870 66 C 2B BY RELEASING
122,459.72 SF
1 y 2.81 AC
EVAL
• ��POINT #8
�� � ` � \ �` \� � � `"� ..^-r' ,ter) J 1 i j / ��j/ �� �
DA-9 PRE
\\\~ \ \ \ 146SF 3.36 AC
\\ \\\ �� 1 \ ./ / / ( ✓ } !"` / '� Feet
OINT #9
PRE -DEVELOPMENT DRAINAGE TABLE
TR-55 COMPUTATIONS
DRAINAGE AREA
TIC
CN
YEAR
YEAR
YEAR
YEAR
100 YEAR
DA-1 PRE
8
55
0.84
3.24
16.17
26.42
48.68
DA-2 PRE
8
55
0.30
1.15
5.73
9.36
17.24
DA-3 PRE
17
55
0.16
0.58
3.10
5.20
9.81
DA-4 PRE
15
55
0.18
0.67
3.53
5.88
11.04
DA-5 PRE
17
55
0.17
0.61
3.28
5.51
10.41
DA-6 PRE
9
55
0.88
3.42
17.07
27.89
51.39
DA-7 PRE
13
57
1.03
2.97
12.76
20.41
36.86
DA-8 PRE
9
57
0.51
1.42
5.88
9.30
16.63
DA-9 PRE
19
57
0.38
1.09
4.82
7.81
14.28
POST -DEVELOPMENT FLOWS
AT
LESS THAN PRE -DEVELOPMENT FLOWS
FOR
THE 10-YR 24-HR STORM.
EVALUATION POINT #6 - MEETS
FLOOD PROTECTION, IN ACCORDANCE
WITH
METHODOLOGY ESTABLISHED
IN
9VAC25-870-66 C-2B BY RELEASING
POST -DEVELOPMENT FLOWS
AT
LESS THAN PRE -DEVELOPMENT FLOWS
FOR
THE 10-YR 24-HR STORM.
EVALUATION POINT #7 - MEETS
FLOOD PROTECTION, IN ACCORDANCE
WITH
METHODOLOGY ESTABLISHED
IN
9VAC25-870-66 C-2B BY RELEASING
POST -DEVELOPMENT FLOWS
AT
LESS THAN PRE -DEVELOPMENT FLOWS
FOR
THE 10-YR 24-HR STORM.
EVALUATION POINT #8 - MEETS
FLOOD PROTECTION, IN ACCORDANCE
WITH
METHODOLOGY ESTABLISHED
IN
9VAC25-870-66 C-2B BY RELEASING
POST -DEVELOPMENT FLOWS
AT
LESS THAN PRE -DEVELOPMENT FLOWS
FOR
THE 10-YR 24-HR STORM.
EVALUATION POINT #9 - MEETS
FLOOD PROTECTION, IN ACCORDANCE
WITH
METHODOLOGY ESTABLISHED
IN
9VAC25-870-66 C-28 BY RELEASING
POST -DEVELOPMENT FLOWS
AT
LESS THAN PRE -DEVELOPMENT FLOWS
FOR
THE 10-YR 24-HR STORM.
00
o
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ON
ON
IMP v
i
DA-4 POST
110,429.66 SF
2.54 AC
DA-5 POST
166,442.88 SF
3.82 AC
bM
DA-7 POST
512,935.54 SF
11.78 AC
EVAL.
POINT #3
DA-6 POST
391,161.42 SF
8.98 AC
DA-3 POST
204,829.50 SF
4.70 AC
STORMWATER MANAGEMENT (SWM) PLAN NARRATIVE:
THE TOTAL SITE (58.82 ACRES) HAS BEEN MANAGED FOR WATER QUANTITY IN
ACCORDANCE WITH VIRGINIA STORMWATER MANAGEMENT ACT. THE SITE IS LOCATED
WITHIN THE RIVANNA WATERSHED (HUC 02080204).
WATER QUANTITY NARRATIVE:
FOR WATER QUANTITY ANALYSIS, THE PROJECT SITE AREA (58.82 ACRES) IS
ANALYZED AT NINE (9) SEPARATE EVALUATION POINTS. EACH POINT OF
EVALUATION HAS A DESIGNED BMP TO MITIGATE STORMWATER RUNOFF TO MEET
CHANNEL PROTECTION USING THE ENERGY BALANCE COMPUTATION PER
9VAC25-870-66 B.-3A. THE COMPUTATIONS PROVIDED PROVE ADEQUACY FOR
THE 10-YR 24-HR STORM, WHICH MEETS FLOOD PROTECTION CRITERIA UNDER
9VAC25-870-66 C.-2b. IN BOTH INSTANCES OF CHANNEL AND FLOOD
PROTECTION, THE LIMITS OF ANALYSIS ARE AT THE OUTFALL POINTS. SINCE
CHANNEL AND FLOOD PROTECTION ARE MET, MS-19 HAS BEEN SATISFIED.
EROSION AND SEDIMENT CONTROLS HAVE BEEN IMPLEMENTED TO PROVIDE
PROTECTIVE MEASURES AGAINST SEDIMENT LADEN RUNOFF. THE FOLLOWING
SUMMARY FOR CHANNEL AND FLOOD PROTECTION DEMONSTRATES ADEQUACY FOR
OUR EVALUATION POINT. .
CHANNEL PROTECTION:
EVALUATION POINT #1 - MEETS CHANNEL PROTECTION, IN ACCORDANCE WITH
METHODOLOGY ESTABLISHED IN 9VAC25-870-66 B-1A BY UTILIZING THE
DETENTION FROM SWM-1 TO RELEASE FLOWS AT A RATE THAT SATISFIES THE
ENERGY BALANCE EQUATION.
EVALUATION POINT #2 - MEETS CHANNEL PROTECTION, IN ACCORDANCE WITH
METHODOLOGY ESTABLISHED IN 9VAC25-870-66 B-1A BY UTILIZING THE
DETENTION FROM SWM-2 TO RELEASE FLOWS AT A RATE THAT SATISFIES THE
ENERGY BALANCE EQUATION.
EVALUATION POINT #3 - MEETS CHANNEL PROTECTION, IN ACCORDANCE WITH
METHODOLOGY ESTABLISHED IN 9VAC25-870-66 B-1A BY UTILIZING THE
DETENTION FROM SWM-3 TO RELEASE FLOWS AT A RATE THAT SATISFIES THE
ENERGY BALANCE EQUATION.
EVALUATION POINT #4 - MEETS CHANNEL PROTECTION, IN ACCORDANCE WITH
L
f
j
METHODOLOGY ESTABLISHED IN 9VAC25-870-66 B-1A BY UTILIZING THE
DETENTION FROM SWM-4 TO RELEASE FLOWS AT A RATE THAT SATISFIES THE
r
ttt
EVAL.
ENERGY BALANCE EQUATION.
r /
POINT #1
� r
EVALUATION POINT #5 - MEETS CHANNEL PROTECTION, IN ACCORDANCE WITH
DA-2 POST
,134,445.87 SF
3.09 AC
1
METHODOLOGY ESTABLISHED
IN 9VAC25-870-66 B-1A BY UTILIZING THE
DETENTION FROM SWM-5 TO
RELEASE FLOWS AT A RATE THAT SATISFIES
THE
ENERGY BALANCE EQUATION.
\�
\ ~
EVALUATION POINT #6 - MEETS CHANNEL PROTECTION, IN ACCORDANCE
WITH
METHODOLOGY ESTABLISHED
IN 9VAC25-870-66 B-1A BY UTILIZING THE
Z l
DETENTION FROM SWM-6 TO
RELEASE FLOWS AT A RATE THAT SATISFIES
THE
�I \
ENERGY BALANCE EQUATION.
5
EVALUATION POINT #7 - MEETS CHANNEL PROTECTION, IN ACCORDANCE
WITH
METHODOLOGY ESTABLISHED
IN 9VAC25-870-66 B-1A BY UTILIZING THE
DETENTION
RELEASE FLOWS AT A RATE THAT SATISFIES
THE
NERGY BALANCE EQUATION.-7TO
� z f J � EVALUATION POINT #8 - MEETS CHANNEL PROTECTION, IN ACCORDANCE WITH
METHODOLOGY ESTABLISHED IN 9VAC25-870-66 B-1A BY UTILIZING THE
DETENTION FROM SWM-8A & SWM-8B TO RELEASE FLOWS AT A RATE THAT
SATISFIES THE ENERGY BALANCE EQUATION.
f rr r) f J J� r f / / EVALUATION POINT #9 - MEETS CHANNEL PROTECTION, IN ACCORDANCE WITH
METHODOLOGY ESTABLISHED IN 9VAC25-870-66 B-1A BY UTILIZING THE
J / / / f DETENTION FROM SWM-9 TO RELEASE FLOWS AT A RATE THAT SATISFIES THE
ENERGY BALANCE EQUATION.
FLOOD PROTECTION:
/ EVALUATION POINT #1 - MEETS FLOOD PROTECTION, IN ACCORDANCE WITH
J f rr r J f METHODOLOGY ESTABLISHED IN 9VAC25-870-66 C-2B BY RELEASING
POST -DEVELOPMENT FLOWS AT LESS THAN PRE -DEVELOPMENT FLOWS FOR
/ 1 ( THE 10-YR 24-HR STORM.
EVALUATION POINT #2 - MEETS FLOOD PROTECTION, IN ACCORDANCE WITH
/ METHODOLOGY ESTABLISHED IN 9VAC25-870-66 C-2B BY RELEASING
POST -DEVELOPMENT FLOWS AT LESS THAN PRE -DEVELOPMENT FLOWS FOR
STHE 10-YR 24-HR STORM.
350,074. 5SF ( �/ /� % J r / ( ( l �� l� , ��1 EVALUATION POINT #3 - MEETS FLOOD PROTECTION, IN ACCORDANCE WITH
8.04 AC �' �� f 1 l t ) f�j ,� METHODOLOGY ESTABLISHED IN 9VAC25-870-66 C-2B BY RELEASING
r / / l POST -DEVELOPMENT FLOWS AT LESS THAN PRE -DEVELOPMENT FLOWS FOR
THE 10-YR 24-HR STORM.
EVALUATION POINT #4 - MEETS FLOOD PROTECTION, IN ACCORDANCE WITH
J 6 /� METHODOLOGY ESTABLISHED IN 9VAC25-870-66 C-2B BY RELEASING
POST -DEVELOPMENT FLOWS AT LESS THAN PRE -DEVELOPMENT FLOWS FOR
THE 10-YR 24-HR STORM.
POST -DEVELOPMENT DRAINAGE TABLE
TR-55 COMPUTATIONS
DRAINAGE AREA
TIC
CN
1
YEAR
2
YEAR
10
YEAR
25
YEAR
100
YEAR
DA-1 POST
9
73
0.12
0.14
4.49
19.08
43.07
DA-2 POST
13
75
0.04
0.16
5.49
12.46
22.91
DA-3 POST
14
74
0.02
0.22
1 2.97
15.33
33.36
DA-4 POST
7
74
0.03
0.12
2.35
15.21
21.86
DA-5 POST
6
73
0.01
0.09
3.30
16.10
29.14
DA-6 POST
7
73
0.15
0.18
8.48
31.15
72.31
DA-7 POST
12
72
0.18
0.76
11.99
41.15
75.60
DA-8 POST
7
74
0.04
0.12
5.38
20.24
29.66
DA-9 POST
17
76
0.05
0.33
4.52
24.10
53.14
Feet CN VALUES IN THE POST DEVELOPMENT CONDITION WERE DETERMINED TO BE
98 FOR IMPERVIOUS AND 72 FOR A CONSERVATIVE VALUE FOR THE MEADOW
GRASS MIX PROPOSED FOR THE ENTIRE SITE.
EVALUATION POINT #5 - MEETS FLOOD PROTECTION, IN ACCORDANCE WITH
METHODOLOGY ESTABLISHED IN 9VAC25-870-66 C-26 BY RELEASING
POST -DEVELOPMENT FLOWS AT LESS THAN PRE -DEVELOPMENT FLOWS FOR
THE 10-YR 24-HR STORM.
EVALUATION POINT #6 - MEETS FLOOD PROTECTION, IN ACCORDANCE WITH
METHODOLOGY ESTABLISHED IN 9VAC25-870-66 C-2B BY RELEASING
POST -DEVELOPMENT FLOWS AT LESS THAN PRE -DEVELOPMENT FLOWS FOR
THE 10-YR 24-HR STORM.
EVALUATION POINT #7 - MEETS FLOOD PROTECTION, IN ACCORDANCE WITH
METHODOLOGY ESTABLISHED IN 9VAC25-870-66 C-2B BY RELEASING
POST -DEVELOPMENT FLOWS AT LESS THAN PRE -DEVELOPMENT FLOWS FOR
THE 10-YR 24-HR STORM.
EVALUATION POINT #8 - MEETS FLOOD PROTECTION, IN ACCORDANCE WITH
METHODOLOGY ESTABLISHED IN 9VAC25-870-66 C-2B BY RELEASING
POST -DEVELOPMENT FLOWS AT LESS THAN PRE -DEVELOPMENT FLOWS FOR
THE 10-YR 24-HR STORM.
EVALUATION POINT #9 - MEETS FLOOD PROTECTION, IN ACCORDANCE WITH
METHODOLOGY ESTABLISHED IN 9VAC25-870-66 C-26 BY RELEASING
POST -DEVELOPMENT FLOWS AT LESS THAN PRE -DEVELOPMENT FLOWS FOR
THE 10-YR 24-HR STORM.
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z0 153674
10�29/21
9-'VA
PERMIT
REVIEW SET
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B—SOIL WOODS
B—SOIL GRASS
WATER QUALITY:
THE TOTAL SITE (LOD OF 58.82 ACRES) HAS BEEN
MANAGED FOR WATER QUALITY IN ACCORDANCE WITH
VIRGINIA STORMWATER MANAGEMENT ACT. THE SITE IS
LOCATED WITHIN THE RIVANNA WATERSHED (HUC 02080204).
THE VIRGINIA RUNOFF REDUCTION METHOD FOR
RE -DEVELOPMENT WORKSHEET - V3.0 WAS USED ON THIS
SITE, TO DETERMINE THE NUTRIENT LOAD REMOVAL
REQUIRED. THE PHOSPHORUS LOAD REDUCTION REQUIRED
WAS DETERMINED TO BE 8.39 LB/YR NEEDED. TO MEET
THE TREATMENT LOADING OUR CLIENT WILL BE PRESERVING
25 ACRES OF THIS PROPERTY TO PRESERVED OPEN SPACE.
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LEGEND OF HATCHES
B-SOIL IMPERVIOUS (3.32 ACRES)
B-SOIL GRASS (55.50 ACRES)
0 0 0
CONSERVED OPEN SPACE (25 ACRES)
0 0 0
0 0 0
Virginia Runoff Reduction Mental Worksheet
DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0
BMP Design Specifications List: 200 Draft Stds a Specs
Site Summary project Title: Midway Solar Farm
Data: 44333
Total Rainfall = 431ndw
Site Land Cover Summary
A sal.
Bsoib
CSails
DSoil.
Totals
%of Total
Forest/Open (acres)
0:
25M
am
am
25.m
30
Managed Turf (acres)
OAO
5550
0.00
D0D
9 0
66
Impervious Captain (acres)
1 0.00
3.32
am
am
3.32
4
&6.82
Im
Site TV and Land Cover Nutrient Loads
Site Rv
O.Ig
Treatmeat Volume
MA65
TP Wad (Happy"
34.22
ix Load (Ib/Yr)
244.80
Total TP bad Reduction Required (Ib/yr) -0.15 " TP LOAD REDUCTION NOT REQUIRED
Site Compliance Summary
Toll RurloR Volume Reduction(ft")
0
Total TP load Reduction Achieved (lb/yr)
BAD
Total TN Load Reduction Achieved (lb/yr)
OAD
Remaining post Development TP load
3q 22
(Ib/y )
Remaining TP Load Reduction (lb/yrl
0A0
Required
Drainage Area Summary
"TARGETTP REDUCTION EXCEEDED BY 0.15 LB/YEAR"
DA A
DA B
DA C
DA D
D.A. E
TOM
Forst/Open(acres)
am
am
am
am
am
am
Managed Turf(acm)
0.00
0.00
0.00
0.00
0.DO
0.00
Impervious Cuver(acr")
0.00
0.00
0.00
0.00
0.00
0.00
Total Area (acres)
0.00
0.00
CAD
0.00
0.00
0.0D
Drainage Area Compliance Summary
D.A. A
D.A. B
D.A. C
DA D
DA E
Total
TP Load Reduced (lb/yr)
0.00
0.00
0.00
0.00
0.00
O.m
TN Load Reduced (Ih/yr)
am
0.00
0.00
0.00
O.DD
O.m
Runoff Volume and CN Calculations
1-yearstorm 2-yearatom 1Dyearstom r
Target Rainfall Event (in) 2.35 2.83 4.18
Drainage Areas
RV&[N
Drainage AreaA
Drainage Areall
DrainageAreat
Drainage Arm
Drainage Area
CN
0
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0
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WATER QUALITY NARRATIVE:
THE TOTAL SITE (LOD OF 58.82 ACRES) HAS BEEN MANAGED
FOR WATER QUALITY IN ACCORDANCE WITH VIRGINIA STORMWATER
MANAGEMENT ACT. THE SITE IS LOCATED WITHIN THE RIVANNA
WATERSHED (HUC 02080204).
THE VIRGINIA RUNOFF REDUCTION METHOD FOR
RE -DEVELOPMENT WORKSHEET - V3.0 WAS USED ON THIS SITE,
TO DETERMINE THE NUTRIENT LOAD REMOVAL REQUIRED. THE
PHOSPHORUS LOAD REDUCTION REQUIRED WAS DETERMINED TO
BE 8.39 LB/YR NEEDED. TO MEET THE TREATMENT LOADING
OUR CLIENT WILL BE PRESERVING 25 ACRES OF THIS PROPERTY
TO PRESERVED OPEN SPACE.
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